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HomeMy WebLinkAboutApproved anchor bolt plan & reactions1 ■ t? CERTIFICATIONSTEEL STRUCTURES, �NC. LETTER OF VULCAN STEEL- STRUCTURES, INC Job Number 27456-1 Customer Name: R.K. DAMS CONSTRUCTION CORP Job Location: FORT PIERCE, FL GENERAL_ NOTES �° ®®®e® 1. MATERIALS ASTM DESIGNATION ® STRUCTURAL STEEL PLATE A529 OR A572 GRADE 50 or GRADE 55 COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55 BRACE CABLES A475 EHS MONIq HOT ROLLED MILL SHAPES ROOF AND WALL SHEETS ASTM A992 A653 OR A792 GRADE 50 GRADE 50 or GRADE 80 BOLTS A307, F3125 GRADE A325 OR A490 A307 UNLESS NOTED METAL BUILDING MANUFACTURES ASSOCIATION DATE: 12/ 3/21 DESIGNED BY: VLB DETAILED BY: XXX CHECKED BY: VB DESIGN PARAMETERS COMMENTS BUILDING DESCRIPTION: NOMINAL WIDTH: 225 feet NOMINAL LENGTH: 101 feet EAVE HEIGHT, BACK S.W: 33 feet EAVE HEIGHT, FRONT S.W: 29.88 feet ROOF SLOPE, LEFT: 0.5:12 ROOF SLOPE, RIGHT: 0.5:12 DESIGN LOADS BUILDING CODE: FLORIDA BUILDING CODE 7TH EDITION (2020) — BUILDING FRAME SELF WEIGHT: INCLUDED SNOW : ROOF DEAD LOAD: 2.500 psf FLAT ROOF SNOW LOAD Pf 0 psf COLLATERAL LOAD: 10 psf GROUND SNOW LOAD Pg 0.00 psf ROOF LIVE LOAD: 20.00 psf SNOW LOAD IMP. FACTOR 1.00 FRAME LIVE LOAD: 12 psf THERMAL FACTOR Ct 1.00 SNOW LOAD, ROOF: 0 psf SNOW EXP. FACTOR Ce 1.00 WIND SPEED: (3 SEC GUST) 160 mph (Vult) 123.94 mph (Vasd) INTERNAL PRESSURE COEFF. 0.18/ —0.18 WIND EXPOSURE: PBC PANEL CLOSURE "C, 0, P" Closed RISK CATEGORY : II — Normal SEISMIC PARAMETERS SEISMIC —FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS (ASSUMED) D SEISMIC IMPORTANCE: 1.00 SEISMIC DESIGN CATEGORY: A DESIGNED SPECTRAL ACCELERATION PARAMETER "SDS" — (SHORT PERIODS): 0.05 DESIGNED SPECTRAL ACCELERATION PARAMETER "SD1" — (1 SEC PERIODS): 0.04 MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" — (SHORT PERIODS): 0.05 MAPPED SPECTRAL RESPONSE ACCELERATION: "S1" — (1 SEC PERIOD): 0.03 SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R" — 3.00 SEISMIC RESPONSE COEFFICIENT: "Cs" — 0.017 TOTAL LONGITUDINAL BASE SHEAR 6.01 TOTAL TRANSVERSE BASE SHEAR 7.47 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A MINIMAL NON —UNIFORM THICKNESS COATING OF A RUST INHIBITIVE PRIMER (UNLESS NOTED OTHERWISE) SATISFYING THE REQUIREMENTS OF TT—P-664. THIS PRIMER IS NOT TO BE CONSIDERED A FINISH COAT AND IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. THIS PRIMER IS NOT WARRANTED OR REPRESENTED AS BEING COMPATIBLE WITH ANY TYPE OF FINISH PAINT SYSTEM. THE PRIMER COAT APPLIED AT THE FACTORY IS SUBJECT TO BLEMISHES, SCUFFS, SCRATCHES AND THE LIKE DURING SHIPPING AND DURING HANDLING AS PART OF THE ERECTION PROCESS. IT IS THE RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS. OBJECTIONS TO PRIMER APPEARANCE SHALL NOT BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR REJECTION. 3. E3125 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE GRADE A325 UNLESS SPECIFICALLY NOTED OTHERWISE. STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN —OF —THE —NUT METHOD IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH —STRENGTH BOLTS" BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS A325T BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN —OF —THE NUT METHOD. FRAMING PRIMER COLOR OR TYPE: PRIMARY = GRAY PRIMER SECONDARY = PRE —GALVANIZED ALL HIGH STRENGTH BOLTS, EXCEPT AS NOTED OTHERWISE, ARE SUBJECT TO DIRECT TENSION AND MAY REQUIRE INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. 4. BUILDER/CONTRACTOR RESPONSIBILITIES THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS, THE METAL BUILDING MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. IN CASE OF DISCREPANCIES BETWEEN METAL BUILDINGS MANUFACTURER STRUCTURAL PLANS AND PLANS FOR OTHER TRADES. THE METAL BUILDING MANUFACTURER'S PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. APPROVAL OF METAL BUILDING MANUFACTURER'S DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE METAL BUILDING MANUFACTURER'S INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED MANUFACTURER'S APPROVAL PACKAGE, CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, ENGINEERING AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS THE MANUFACTURER'S DESIGN AND DETAILING APPROACH COMPLIES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR A/E FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND ARE TO BE CONSIDEED A COORDIO ATEDIBBY T EOBUILRDERG/ACONTRACTIORSOR A/EUR NOT RIM. UNLB SSHSPECIFICFADESIGNRCRITERIA CONCEERNINGRTHIS ND Vanessa INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER. THE METAL BUILDING MANUFACTURER'S ASSUMPTIONS WILL GOVERN. Banks THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS LB COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS BY THE BUILDING MANUFACTURER DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS TO THE STRUCTURAL SYSTEM FURNISHED BY THE METAL BUILDING MANUFACTURER IN COMPLIANCE WITH ALL REQUIREMENTS OF THE PURCHASE ORDER. THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH THE METAL BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL. THE METAL BUILDING MANUFACTURER DOES NOT WARRANT STRUCTURAL INTEGRITY OF ANY COMPONENTS FIELD MODIFIED OR DESIGNED AND FABRICATED BY OTHERS. NEITHER DO WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS NON STANDARD COMPONENTS DESIGNED BY OTHERS MAY HAVE ON THE SYSTEM IN GENERAL. AS TAKEN FROM THE FOURTEENTH EDITION OF THE AISC MANUAL PAGE 16.3-56 PARAGRAPH 7.14 — READS AS FOLLOWS "THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, GRINDING, WELDING OR CUTTING, AND THE DRAWING OF ELEMENTS INTO LINE WITH DRIFT PINS, SHALL BE CONSIDERED TO BE NORMAL ERECTION OPERATIONS." IF NDT (NON—DESTRUCTIVE WELD TESTING) IS REQUIRED, IT IS NOT PROVIDED BY THE SELLER AND IS THE SOLE RESPONSIBILITY OF THE BUYER. SPECIAL NOTES: BUILDING IS NOT STRUCTURALLY SOUND UNTIL ALL WALL COVERING, ROOF SHEETS, AND PERMANENT BRACING IS INSTALLED. BUILDER / CONTRACTOR IS RESPONSIBLE FOR SUPPORTS OR TEMPORARY BRACING DURING ERECTION, HE SHALL FURNISH, AND INSTALL THESE TEMPORARY SUPPORTS WHERE NECESSARY. TEMPORARY SUPPORTS ARE NOT PROVIDED BY THE METAL BUILDING MANUFACTURER. OUTSIDE VENDOR ACCESSORY NOTE BUYER SHALL BE RESPONSIBLE TO COORDINATE, ASSURE AND VERIFY THAT THE STRUCTURE AND CLEARANCES AS PROVIDED BY BUILDING MANUFACTURER ARE COMPATIBLE WITH THE DOOR PROVIDED BY OTHERS. TUBE SEALANT GUTTER (TRIM VARIES) STANDARD TRIM LAP DETAIL NOTE: ALL TRIM CONTAINED ON THIS PROJECT WILL HAVE OUR STANDARD 3" LAP AS SHOWN ABOVE. (TRIM STYLE VARIES) Digitally signed by Vanessa Banks Date: 2021.12.03 16:58:03-05'00' THE PROJECT DESIGNER IS NOT THE METAL BUILDING MANUFACTURER, THE METAL BUILDING DESIGNER OR THE METAL BUILDING ENGINEER. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS IS A SPECIALTY ENGINEER AND NOT THE PROJECT DESIGNER OR THE PROJECT ENGINEER OF RECORD. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS DOES NOT HAVE FAMILIARITY WITH THE PHYSICAL JOBSITE LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. SHEETING AND TRIM COLORS ROOF PANEL: GAUGE 24 GA. PANEL TYPE DOUBLE LOK COLOR Galvalume WALL PANEL: GAUGE 26 GA. PANEL TYPE REVERSE PBR COLOR ALMOND BUILDING TRIM COLORS SHOWN BELOW: EAVE TRIM COLOR: MEDIUM BRONZE CORNER TRIM COLOR: ALMOND RAKE TRIM COLOR: MEDIUM BRONZE BASE TRIM COLOR: ALMOND JAMB TRIM COLOR: ALMOND DOWNSPOUT TRIM COLOR: MEDIUM BRONZE BELOW EAVE SOFFIT PANEL: GAUGE GA. PANEL TYPE COLOR AT EAVE CANOPY SOFFIT PANEL: GAUGE PANEL TYPE COLOR GA. GABLE EXTENSION SOFFIT PANEL: GAUGE GA. PANEL TYPE ::[:::!�R FLORIDA PRODUCT APPROVAL NUMBERS W A L K D 0 0 R S 3070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211.5 3068 NON -IMPACT RATED/WIND RATED +/- 50 EST FL22211.1 3070 IMPACT RATED/WIND RATED +/- 70 PST FL22211.7 6070 IMPACT RATED/WIND RATED +/- 50 PST FL22211.3 4070 IMPACT RATED/ WIND RATED FL17900.1 4070 NON -IMPACT RATED/ WIND RATED FL17900.2 8070 IMPACT RATED/ WIND RATED FL18463.2 8070 NON -IMPACT RATED/ WIND RATED FL18463.1 FRI D G E V E N T S 12" THROAT RIDGE VENT WITH 12" THROAT FL12805.2 6-3/4" THROAT RIDGE VENT WITH 6-3/4" THROAT FL12805.5 9" THROAT RIDGE VENT WITH 9" THROAT FL12805.1 L O U V E R S FIXED STEEL LOUVER WTH FIXED BLADES 1`1_12256.1 ADJUSTABLE STEEL ILOUVER WITH ADJUSTABLE BLADES FL12256.2 R 0 L L U P D 0 0 R S 1100 SERIES MAX SIZE: 8'-8" X 14'-0" FL12765.1 1100 SERIES MAX SIZE: 10'-0" X 14'-0" FL12765.2 3100 SERIES MAX SIZE: 16'-0" X 20'-0" FL12765.3 3100 SERIES MAX SIZE: 20'-0" X 20'-0" FL12765.4 750 SERIES MAX SIZE: 3'-0" X 12'-0" FL12675.5 750 SERIES MAX SIZE: 6'-0" X 12'-0" FL12765.6 750 SERIES MAX SIZE: 8'-8" X 12'-0" FL12765.7 750 SERIES MAX SIZE: 10'-0" X 12'-0" FL12765.8 850 SERIES MINI MAX SIZE: 8'-8" X 12'-0" FL12765.9 R 0 0 F P A N E L S BATTENLOK FL11819.2 DOUBLE-LOK FL11819.3 LOKSEAM FL11819.4 SUPERLOK FL11819.8 ULTRA-DEK FL11819.9 7.2 PANEL FL11819.1 PBR PANEL FL5346.1 PBU PANEL FL11819.6 DL324 FL33988.1 SL216 FL33988.2 W A L L P A N E L S AVP PANEL FL11917.2 FW-120 PANEL FL11917.4 PBR PANEL FL5335.1 REVERSE PBR FL5335.1 SHADOWRIB PANEL FL11917.6 MIAMI DADE PRODUCT APPROVAL NUMBERS R 0 L L U P D 0 0 R S 850 SERIES MINI MAX SIZE: 8'-8" X 12'-0" NOA-20-1106.06 3400 SERIES I MAX SIZE: 12'-0" X 20'-0" NOA-20-1106.05 R 0 0 F P A N E L S PBR 22 GAGE & 24 GAGE NOA-17-0920.04 SUPERLOK 22 GAGE NOA-18-1011.03 SUPERLOK 24 GAGE NOA-18-0312.09 DOUBLE-LOK NOA-19-1119.01 W A L L P A N E L S PER 24 GAGE NOA718-0312.08 S K Y L 1 G H T S PBR I I NOA-20-0828.02 S 0 F F I T P A N E L S ARTISAN L-12 I FL11917.1 S K Y L I G H T S PBR SKYLIGHT (FRP) FL38459 W A L L L I T E S PBR (FRP) I FL37780 SEE PLAN x OUT TO OUT CONCRETE SEE PLAN ❑UT TO OUT STEEL w a w PRUJECTION a n < CONCRETE EDGE AND ANCHOR BOLT PROJECTION WALL PANEL #12 x 1 1/4' S➢S INSIDE CLOSURE W/WASHER (6" 0.CJ BASE ANGLE 2'x4'X16GA FINISHE FLOOR STD. BASE TRIM 1/4° x 1" (➢TR) NAIL -IN ANCHOR @ 36' U.C. (BY OTHERS) BASE ANGLE WITH BASE TRIM AND BASE CLOSURES WITHOUT SHEETING NOTCH AT SLAB WITHOUT NOTCH SLAB BEYON FINISHED FLOOR JAMB DEPTH y 1 1-1/2' 7 SECTION "A -A' F.OWIDTH 1-3/'4' 7., -A" w a 0 o N o 0 o TYP. OVERHEAD DOOR RECESS DETAIL ANCHOR BOLT PLAN NOTE: All Base Plates @ 100'-0" (U.N.) FIELD LOCATED OPENINGS QTY1 DESCRIPTION 2 8'-4'W X 4'-0"H W/ SILL AT 3'-0" AFF 2 8'-4"W X 4'-0"H W/ SILL AT 17-0" AFF 5 3'-4'W X 7'-2"H 0 0 REVISIONS REV, DESCRIPTION ANCHOR BOLTS NOTES MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN ASTM F1554 GRADE 36 (MIN.) BOLT. ANCHOR BOLTS HEX NUT W/FLAT WASHER SEE BUILDING PLANS CONCRETE LINE FOR PROJECTION z w ** TOTAL LENGTH DETERMINED HEX NUT 1 BY FOUNDATION ENGINEER W/FLAT WASHER o ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 E I FINAL ERECTION EX 1 FOR AB PLAN & REACTIONS E I FOR APPREIVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456 PROJECT FORT PIERCE, FL ADDRESS ANCHOR BOLT SUMMARY Dia Proj Qty Locate (in) Type (in) O TBD Jamb 5/8" F1554 3.00 O TBD Endwall 5/8" F1554 3.00 (D TBD Frame 7/8" F1554 3.50 * TBD Frame 3/4" F1554 3.00 X TBD Frame 1" F1554 4.00 * TBD Floor 3/4" F1554 3.00 VANESSA L. BANKS P.E. FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K, DAVIS CONSTRUCTION CDRP, ANCHOR BELT PLAN DESIGN1 VLB I DRAFT XXX CHECK VB DATE 12/ 3/21 1 SHEET 1 OF 10 Dia= 5/8" Dia= 5/8" 6 1/2" Dia— 3/4" 4" Dia= 1" 4„ ]1— Dia— w 7/8" 4 4 Dia= 1" XX4„4„4„4» o 4" X X6„ 4 Dia= 5/8" O cc 4„ Dia= 5/8" O 00 4„ Dia= 1" XX 4„ 1 3/4' 1 3/ 1 3/4' 1 3/ &» 2" 2" 8° 2» 2" 8" — — 2» 2» 8" — — 2» 2„ 8" 2 L J 2 5 — — EW/ SW 1 3/4" EW/ SW 1 3/4" 2' 2" EW EW SW SW SW SW See Plan See Plan 1 =2 See Plan 1 =2 See Plan See Plan See Plan DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E DETAIL F DETAIL G DETAIL H DETAIL I Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 5/8" 6' ,p Dia= 5/8" 8" � Dia= 5/8" 6" ,p Dia— 3/4" 10" 10" 10" 10" 8" 8° eoa3o� 9oaKOK� eoa�o� w N � � n M n N n M 0 n o n o o4„ 4„ ill, oo o 4» O O 4» o4„ O4»— 4„ o111-0 o 4» 4» T 4 7/8" 5" 4 7/8" 3 1/16" 3 3/16" — , — & 1 3/4' 1 3/ 8 1 3/4' 1 3/ EW 1 3/4' 1 3/ EW 2" 2" 8 EW SW 2" 2" 2' 2" 2" 2" 2' 2" 2" 2, ceplan Sel Plan See Plan See Plan See Plan _0 DETAIL J DETAIL K DETAIL L DETAIL M DETAIL N e DETAIL 0 DETAIL P DETAIL Q DETAIL R Dia— 3/4" 1-00-00 Dia— 3/4" �I����� 4o4o 00 Dia— 3/4" 0 Dia— 1" XIX04o 4» X XO Dia— 5/8" 4„O O Dia— 5/8" 4» � O� Dia— 5/8" 444--4--4--� Dia— 1" 10_ Dia— 3/4" 8, 8 , 8 8 � � EW/ SW 1 3/4" EW/ SW 1 3/4" EW/ SW 1 3/4" 2" 2" 2„ 2„ 2" 2" 2„ 2„ 2' 2" 2' 2" SW SW SW SW See Plan See Plan 1 =2 1 _0 See Plan See Plan See Plan DETAIL S DETAIL T DETAIL U DETAIL V DETAIL W DETAIL X DETAIL Y DETAIL Z DETAIL AA Dia— 3/4" Dia = 3/4" 8„ Dia— 3/4" 8„ Dia= 3/4" 8„ Dia— 5/8" Dia— 5/8" Dia— 3/4" Dia— 3/4" Dia— 3/4" �10y m o 4° Li 4» 4„ 4» 4„ w 4» 4„ �3y O 00 4" r3—{ O 4" �8y n 00 4„ 8 M 4„ 9 Q�e r81 n 4" III III m 2„ 2„ 8" 2» 2» 8" I- �--i 2„ 2„ 8" EW/ SW EW/ SW SW SW SW 2»�2» 1 3/ 4" 1 3/4" 22° 22" 22° See Plan 1'-0' See Plan See Plan DETAIL BB DETAIL CC DETAIL DD DETAIL EE DETAIL FF DETAIL GG DETAIL HH DETAIL II DETAIL JJ Dia= 3/4" Dia= 3/4" Dia= 5/8" Dia= 3/4" Dia= 3/4" �� 3 �� VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER 0" c o Hl a O O 4 4 4" I LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 U olio m m 0 ANCHOR BOLT SUMMARY 4 0I0 4 3 1/2 3 3 THIS ITEM HAS BEEN ELECTRONICALLY �2» — — -- 3 1/8" Dia Proj 8" 8» 8° Oty Locate (in) Type (In) 3/4' 1 3/ 2" 2" 2" 2 SIGNED AND SEALED BY VANESSA BANKS ON THE DATE O 24 Jamb 5/8" F1554 3.00 SW SW SW O 36 Endwall 5/8" F1554 3.00 2" 2" 2" 2" ®4 Frame 7/8" F1554 3.50 AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. See Plan 1'-0' See Plan 0 44 Frame V4" F1554 3.00 X 36 Frame 1" F1554 4.00 DETAIL KK DETAIL LIT DETAIL MM DETAIL NN DETAIL 00 0 28 Floor 3/4" F1554 3.00 PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. REVISIONS DRAWTNG STATUS VULCAN STEEL STRUCTURES, INC ORIGINAL SIGNATURE REQUIRED R K, DAVIS CONSTRUCTION CDRP, REV. DESCRIPTION DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT PURSUIT BOATS EXI FEIR CEINSTRUCTIEIN ID 127456 ANCHOR BOLT DETAILS DESIGN VLB I DRAFT XXX CHECK VB E I FEIR APPREEVAL PROJECT E I EITHER, EXPLAIN I FORT PIERCE, FL ADDRESS DATE 12/ 3/21 SHEET 2 [IF 10 FRAME LINES: A 1 /I fi.4 I 5.1 1 >I 4.1 1 I � 2 1 I I ��_ COLUMN LINE FT H H H H H H H H H H H IV IV IV IV IV IV IV IV IV IV IV n 3 n COLUMN LINE H H H H H H IV FRAME LINES: D 1V IV 1V IV 1V R� � _e COLUMN LINE I- - --7- H H H H H H H �f IV IV IV IV IV IV RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Did Width Length Thick (in) A 7 4 0.875 8.000 12.75 0.750 0.0 A 1 4 0.750 8.000 18.75 0.625 0.0 A 6.4 4 0.625 8.000 16.00 0.500 0.0 A 6 4 0.625 8.000 17.00 0.500 0.0 A 5.1 4 0.625 8.000 17.00 0.500 0.0 A 5 4 0.625 8.000 16.00 0.500 0.0 A 4.1 4 0.625 8.000 16.00 0.500 0.0 A 4.04 4 0.625 8.000 16.00 0.500 0.0 A 4 4 0.625 8.000 16.00 0.500 0.0 A 3 4 0.625 8.000 16.00 0.500 0.0 A 2.05 4 0.625 8.000 16.00 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Did Width Length Thick (in) B* 7 4 1.000 8.000 12.75 0.750 0.0 B* 1 4 1.000 8.000 18.75 0.750 0.0 B* 6 4 1.000 10.00 14.00 1.000 0.0 B* 4.1 4 0.750 10.00 13.75 0.625 0.0 B* 4 4 0.750 10.00 13.75 0.625 0.0 B* 3 4 0.750 10.00 14.00 0.750 0.0 B* Frame lines: B C RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) D 7 4 1.000 8.000 12.75 0.750 0.0 D 1 4 1.000 8.000 18.75 0.750 0.0 D 6 4 1.000 10.00 14.00 1.000 0.0 D 4.1 4 0.750 10.00 13.75 0.750 0.0 D 4 4 0.750 10.00 13.75 0.625 0.0 D 3 4 0.750 10.00 14.00 0.750 0.0 D 2 4 0.750 10.00 13.75 0.625 0.0 FLOOR COLUMN REACTIONS Dead Coll FLOOR LIVE Frame Col Max -Vert Vert Vert Vert Ana -Bolt Base Plate (in) Grout Line Line Ld (k) (k ) (k ) (k ) Qty Did Width Length Thick (in) B 5.1 2 27.9 12.4 2.4 13.1 4 0.750 8.000 10.13 0.500 0.0 B 5.02 2 55.8 24.8 4.8 26.2 4 0.750 8.000 10.13 0.500 0.0 C 5.1 2 14.9 6.6 1.3 7.0 4 0.750 8.000 10.13 0.500 0.0 C 5.02 2 29.7 13.2 2.6 13.9 4 0.750 8.000 10.13 0.500 0.0 B 4.04 2 60.0 26.6 5.2 28.2 4 0.750 8.000 10.38 0.500 0.0 C 4.06 2 61.5 27.3 5.3 28.8 4 0.750 8.000 10.38 0.500 0.0 D 4.04 2 32.0 14.2 2.8 15.0 4 0.750 8.000 10.13 0.500 0.0 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Wind Wind Frm Col Press Suct Line Line Horz Harz A 6.4 -18.4 20.3 A 6 -20.0 22.0 A 5.1 -20.5 22.6 A 5 -13.2 14.5 A 4.1 -12.1 13.3 A 4.04 -13.6 15.0 A 4 -16.6 18.3 A 3 -17.2 19.0 A 2.05 -16.4 18.1 DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _L1/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wind_Ln2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#-R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." CoUat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind Wind_Ln# - Longitudinal wind load on the roof Seismic_L/Selsmlc_R = Lateral Seismic load from left/right E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones REVISIONS REV I DESCRIPTION GENERAL NOTES (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. (3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. (4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult BUILDING BRACING REACTIONS f Reactions(k ) Panel -Shear -Wall - Col -Wind - -Seismic- (lb/ft) Loc Line Line Harz Vert Harz Vert Wind Sels Note L_EW A (h) F-SW 1 AB 26.0 30.7 1.5 1.8 R_EW E C,D 26.0 29.2 1.5 1.7 (h) B_SW 7 D,C 27.3 34.0 1.5 1.9 B,A 27.3 35.7 1.5 2.0 (h)Rigid frame at endwall CRANE BRACING REACTIONS ±Reactions(k ) Wall Col --Crane-- Loc Line Line Harz Vert F_SW 1 A ,B 2.6 2.1 C ,D 2.6 2.1 E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-1 PROJECT FORT PIERCE, EL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 3A RIGID FRAME: BASIC COLUMN REACTIONS (k ) RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-----Collateral- ----- Live -------- Floor ------Wind_Leftl- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Frame Column ----- Dead -----Collateral- ----- Live -------- Floor ------Wind_Leftl- -Wind_Right1- A 7 0.1 2.2 0.2 2.1 0.3 2.5 0.0 0.0 -1 1.9 -21.9 9.9 -3.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 1 -0.1 1.8 -0.2 1.8 -0.3 2.2 0.0 0.0 -11.6 1.9 10.8 -19.9 B* 7 0.4 3.2 0.9 5.3 1.1 6.3 0.0 0.0 -11.3 -28.5 8.0 -15.7 A 6.4 0.0 2.3 0.0 3.0 0.0 3.6 0.0 0.0 0.0 -11.3 0.0 -18.2 B* 1 -0.3 3.3 -1.3 6.7 -1.4 7.4 0.1 -0.1 -10.6 -14.7 14.2 -33.5 A 6 0.0 2.9 0.0 3.4 0.0 4.1 0.0 0.0 0.0 -25.7 0.0 -11.6 B* 6 0.2 7.5 0.3 15.9 0.4 18.7 0.0 0.0 -2.8 -68.4 0.5 -47.3 A 5.1 0.1 12.2 0.0 5.3 0.0 4.4 0.1 9.1 0.0 -18.5 0.0 -14.0 B* 4.1 0.0 34.5 0.0 18.5 0.0 15.7 0.0 29.4 -1.5 -41.7 1.1 -39.2 A 5 0.0 14.6 0.0 4.2 0.0 2.1 0.0 13.3 0.0 -5.4 0.0 -6.9 B* 4 -0.4 20.9 -0.3 8.6 -0.3 6.5 -0.3 18.0 -0.5 -16.3 1.9 -19.1 A 4.1 0.0 15.1 0.0 4.5 0.0 2.5 0.0 13.5 0.0 -8.5 0.0 -8.2 B* 3 0.1 5.6 0.3 11.5 0.3 12.8 0.0 0.2 -3.9 -35.6 1.1 -50.4 A 4.04 0.0 15.7 0.0 4.9 0.0 2.8 0.0 14.3 0.0 -8.8 0.0 -8.4 A 4 -0.1 10.3 0.0 4.2 0.0 3.2 -0.1 8.2 0.0 -10.7 0.0 -14.0 Frame Column --Wind_Left2- -Wind_Right2- --Wind_Longl- --Wind_Long2- -Seismic-Left Seismic -Right A 3 0.0 2.6 0.0 3.9 0.0 4.7 0.0 0.0 0.0 -12.8 0.0 -29.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 2.05 0.0 2.1 0.0 2.9 0.0 3.4 0.0 0.0 0.0 -22.4 0.0 -10.6 B* 7 -16.1 -16.5 3.2 -3.7 7.5 -28.5 8.5 -18.5 -0.5 -0.5 0.5 0.5 B* 1 -6.7 -1.5 18.1 -20.3 -6.1 -21.4 -6.7 -30.1 -1.1 1.0 1.1 -1.0 Frame Column --Wind-Left2- -Wind-Right2- --Wind-Longl- --Wind_Long2- -Seismic-Left Seismic -Right B* 6 -2.0 -39.0 1.3 -17.9 -0.6 -67.4 -2.5 -49.3 -0.4 0.4 0.4 -0.4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 4.1 -1.5 -15.6 1.2 -13.1 0.1 -40.4 -0.4 -62.6 -0.7 -0.1 0.7 0.1 A 7 -14.6 -16.3 7.3 2.4 5.0 -16.2 3.5 -12.5 -0.8 -0.9 0.8 0.9 B* 4 -1.0 -5.5 1.4 -8.2 1.1 -16.4 0.8 -26.4 -0.7 0.0 0.7 0.0 A 1 -8.9 6.4 13.4 -15.4 -3.8 -10.2 -6.1 -11.5 -0.9 1.2 0.9 -1.2 B* 3 -3.3 -14.7 1.8 -29.4 -0.4 -31.2 -2.2 -51.8 -0.5 -0.8 0.5 0.8 A 6.4 0.0 -6.5 0.0 -13.4 0.0 -19.3 0.0 -7.5 0.0 1.2 0.0 -1.2 A 6 0.0 -18.9 0.0 -4.8 0.0 -23.5 0.0 -13.3 0.0 -0.2 0.0 0.2 Frame Column -F2CRNAM_1- -F2CRNAM_2- -F2CRNAM_3- -F2CRNAM_4- -F2CRNA2_5- -F2CRNA2_6- A 5.1 0.0 -11.8 0.0 -7.3 0.0 -18.1 0.0 -18.9 -0.2 0.0 0.2 0.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 5 0.0 -1.7 0.0 -3.2 0.0 -5.4 0.0 -14.0 -0.1 0.0 0.1 0.0 B* 7 -0.5 -0.6 0.4 0.5 -0.2 -0.2 0.8 0.9 -0.6 -0.7 0.4 0.4 A 4.1 0.0 -4.5 0.0 -4.2 0.0 -8.5 0.0 -13.4 -0.1 0.0 0.1 0.0 B* 1 -2.2 6.9 0.7 5.4 -3.0 24.0 -0.1 22.5 -2.7 10.9 0.1 9.3 A 4.04 0.0 -4.1 0.0 -3.7 0.0 -8.9 0.0 -16.0 -0.1 0.0 0.1 0.0 B. 6 -0.4 0.5 0.3 -0.4 -0.1 0.2 0.6 -0.8 -0.5 0.6 0.3 -0.4 A 4 0.0 -5.5 0.0 -8.9 0.0 -10.0 0.0 -18.2 -0.1 -0.1 0.1 0.1 B. 4.1 -0.3 -0.2 0.3 0.2 -0.1 _O.1 0.5 0.3 -0.4 -0.2 0.2 0.1 A 3 0.0 -4.8 0.0 -21.2 0.0 -16.0 0.0 -26.6 0.0 0.3 0.0 -0.3 B. 4 -0.3 0.3 0.2 -0.3 -0.1 0.1 0.4 -0.5 -0.3 0.2 0.2 -0.4 A 2.05 0.0 -17.4 0.0 -5.6 0.0 -8.0 0.0 -21.6 0.0 -1.5 0.0 1.5 B* 3 0.1 23.2 1.7 24.8 -0.1 6.1 1.4 7.7 0.9 44.0 2.5 45.7 Frame Column -F1CRNAM 1- -F1 CRNAM 2- -FlCRNAM 3- -F1 CRNAM 4- -F1CRNA2 5- -F1 CRNA2 6- Frame Column -F2CRNA2-7- -F2CRNA2-8- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Line Line Horiz Vert Horiz Vert A 7 -1.2 -1.6 1.6 2.1 -0.5 -0.6 2.3 3.0 -1.1 -1.5 1.7 2.2 B* 7 0.1 0.1 1.1 1.2 A 1 -2.0 6.3 1.6 2.3 -2.7 22.5 0.9 18.5 -2.1 8.4 1.5 4.3 B* 1 -4.3 44.3 -1.5 42.7 A 6.4 0.0 1.8 0.0 -2.4 0.0 0.7 0.0 -3.5 0.0 1.7 0.0 -2.5 B* 6 0.1 -0.1 0.9 -1.0 A 6 0.0 -0.3 0.0 0.5 0.0 -0.1 0.0 0.7 0.0 -0.3 0.0 0.5 B* 4.1 0.1 0.0 0.6 0.4 A 5.1 0.0 0.2 0.0 -0.2 0.0 0.1 0.0 -0.3 0.0 0.1 0.0 -0.2 B* 4 0.1 -0.1 0.6 -0.7 A 5 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.1 B* 3 0.4 10.6 1.9 12.2 A 4.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 A 4.04 0.0 0.0 0.0 -0.1 0.0 0.0 0.0 0.0 0.0 -0.1 0.0 -0.1 Frame Column ----- Dead -----Collateral- ----- Live -------- Floor ------Wind_Leftl- -Wind_Rightl- A 4 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.2 0.0 0.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 3 -0.2 22.9 0.2 21.9 -0.2 4.7 0.2 3.6 -0.2 35.9 0.2 34.8 D 7 0.3 3.1 0.8 5.4 0.9 6.3 0.0 0.0 -10.6 -28.2 8.3 -16.0 A 2.05 -0.2 -0.2 0.2 5.0 -0.2 0.7 0.2 5.9 -0.2 1.0 0.2 6.2 D 1 -0.2 2.4 -0.5 3.5 -0.6 4.2 0.0 0.0 -13.3 -1.5 11.4 -24.9 D 6 0.1 7.6 0.2 17.1 0.3 19.1 0.0 0.0 -2.1 -70.4 0.6 -48.2 Frame Column -F1 CRNA2-7- -F1 CRNA2-8- F1 PAT_LL-1 - F1 PAT-LL-2- F1 PAT-LL_3- F1 PAT_LL4- D 4.1 0.1 14.7 0.0 14.8 0.0 16.0 0.2 8.6 -1.3 -42.0 1.0 -39.7 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert D 4 -0.3 12.1 -0.4 8.2 -0.4 7.9 -0.2 8.6 0.1 -21.0 2.1 -23.3 A 7 0.0 0.0 2.8 3.7 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 D 3 0.0 4.1 -0.1 6.9 -0.1 8.3 0.0 0.1 -2.0 -19.8 2.1 -36.3 A 1 -3.2 34.3 0.4 30.3 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 D 2 0.0 3.3 -0.1 5.9 -0.1 7.1 0.0 0.0 -2.0 -26.4 1.9 -20.9 A 6.4 0.0 0.0 0.0 -4.3 0.0 1.1 0.0 -1.0 0.0 0.1 0.0 0.0 A 6 0.0 0.0 0.0 0.8 0.0 4.5 0.0 3.0 0.0 -0.1 0.0 0.0 Frame Column --Wind_Left2- -Wind_Right2- --Wi nd_Long1- --Wind_Long2- -Seismic-Left Seismic -Right A 5.1 0.0 0.0 0.0 -0.4 0.0 2.0 0.0 4.5 0.0 2.3 0.0 0.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 5 0.0 0.0 0.0 0.1 0.0 -0.6 0.0 1.2 0.0 3.0 0.0 0.8 D 7 -15.8 -16.1 3.1 -3.9 7.9 -28.9 9.4 -18.1 -0.2 -0.2 0.2 0.2 A 4.1 0.0 0.0 0.0 0.0 0.0 0.2 0.0 -0.2 0.0 0.7 0.0 2.8 D 1 -8.1 7.0 16.6 -16.3 -7.9 -15.8 -10.1 -16.9 -0.8 1.4 0.8 -1.4 A 4.04 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 D 6 -1.5 -40.3 1.2 -18.1 -0.4 -68.8 -2.0 -50.9 -0.2 0.2 0.2 -0.2 A 4 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.2 D 4.1 -1.2 -15.6 1.0 -13.3 0.2 -41.1 -0.3 -63.4 -0.3 -0.1 0.3 0.1 A 3 -0.2 6.6 0.2 5.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 D 4 -0.6 -8.2 1.4 -10.4 1.3 -19.0 1.3 -31.8 -0.3 -0.2 0.3 0.2 A 2.05 -0.2 2.6 0.2 7.8 0.0 0.0 0.0 -0.1 0.0 0.0 0.0 0.0 D 3 -2.0 -5.3 2.1 -21.7 0.4 -22.9 -0.4 -34.2 -0.2 0.2 0.2 -0.2 D 2 -2.0 -16.2 1.9 -10.8 0.4 -13.0 -0.4 -28.3 -0.3 -1.3 0.3 1.3 Frame Column F1PAT_LL_5- F1PAT_LL_6- H PAT_LL_7- F1PAT_LL_8- F1PAT_LL_9- F1PAT_LL10- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Frame Column -F3CRNAM_1- -F3CRNAM_2- -F3CRNAM_3- -F3CRNAM_4- -F3CRNA2_5- -F3CRNA2_6- A 7 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 -0.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A 1 0.0 0.0 0.0 0.1 0.0 -0.1 -0.1 1.8 -0.1 2.0 -0.1 2.1 D 7 -0.4 -0.5 0.3 0.4 -0.2 -0.2 0.6 0.7 -0.5 -0.5 0.3 0.3 A 6.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.1 0.0 -0.1 0.0 2.1 D 1 -2.2 6.9 0.9 3.1 -2.8 23.0 0.3 19.1 -2.5 9.3 0.6 5.4 A 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 D 6 -0.3 0.4 0.3 -0.3 -0.1 0.2 0.5 -0.5 -0.4 0.4 0.2 -0.3 A 5.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 D 4.1 -0.3 -0.1 0.2 0.1 -0.1 -0.1 0.4 0.2 -0.3 -0.2 0.2 0.1 A 5 0.0 -0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 D 4 -0.2 0.0 0.2 0.1 -0.1 0.1 0.3 0.2 -0.3 0.0 0.2 0.1 A 4.1 0.0 1.4 0.0 -0.2 0.0 0.1 0.0 0.0 0.0 0.0 0.0 1.4 D 3 0.2 23.0 1.4 22.3 -0.2 4.7 1.0 4.1 0.7 35.6 1.9 34.9 A 4.04 0.0 3.1 0.0 1.3 0.0 -0.3 0.0 0.0 0.0 0.0 0.0 1.3 D 2 -0.5 -1.7 0.3 2.4 -0.1 0.3 0.6 4.4 -0.5 -1.6 0.3 2.5 A 4 0.0 1.3 0.0 3.5 0.0 1.8 0.0 -0.1 0.0 0.0 0.0 1.8 A 3 0.0 -0.2 0.0 2.9 0.0 5.1 0.0 1.6 0.0 -0.3 0.0 3.0 Frame Column -F3CRNA2_7- -F3CRNA2_8- F3PAT_LL_1- F3PAT_LL_2- F3PAT_LL_3- F3PAT_LL_4- A 2.05 0.0 0.1 0.0 -0.7 0.0 1.3 0.0 4.5 0.0 1.3 0.0 1.5 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert D 7 -0.1 -0.1 0.7 0.8 0.9 6.2 -0.5 -1.3 0.0 0.1 0.0 0.0 Frame Column F1PAT_LL11- D 1 -3.5 34.6 -0.4 30.8 -0.3 0.6 0.1 -0.2 0.0 0.2 0.0 -0.2 Line Line Horiz Vert D 6 0.0 0.0 0.6 -0.7 0.3 19.5 0.9 10.8 -0.1 -0.4 0.0 0.0 A 7 0.0 0.3 D 4.1 0.0 0.0 0.4 0.2 0.2 10.3 -0.1 17.1 -0.2 5.6 0.1 -0.2 A 1 0.0 -0.2 D 4 0.0 0.2 0.4 0.3 -0.8 -1.8 -0.5 4.1 0.4 9.9 0.0 3.5 A 6.4 0.0 -1.0 D 3 0.0 6.7 1.2 6.1 -0.1 0.4 0.0 -0.8 -0.1 4.3 0.0 9.4 A 6 0.0 3.1 D 2 0.0 1.5 0.8 5.7 -0.1 -0.6 0.0 0.4 0.0 -0.7 0.0 3.2 A 5.1 0.0 2.0 A 5 0.0 0.5 Frame Column F3PAT_LL5- F3PAT_LL-6- F3PAT-LL_7- A 4.1 0.0 1.1 Line Line Horiz Vert Horiz Vert Horiz Vert A 4.04 0.0 1.5 D 7 0.0 0.0 1.4 7.7 -0.5 -1.4 A 4 0.0 1.5 D 1 -0.2 3.4 -0.4 0.2 -0.2 4.0 A 3 0.0 1.6 D 6 0.0 0.0 -0.7 8.0 1.0 11.1 A 2.05 0.0 1.3 D D D 4.1 4 3 0.0 0.0 0.1 0.0 -0.3 3.7 -0.5 0.4 0.0 4.8 5.9 3.2 0.4 -0.9 -0.1 11.2 2.0 5.1 D 2 0.0 8.4 -0.2 4.0 0.1 3.1 B* Frame lines: B C DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _L/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Ln1 = Longitudinal wind load with a negative Internal pressure coefficient. Wlnd_L2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." CoUat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longltudlnal wind Wind_Ln# - Longitudinal wind load on the roof REVISIONS Seismic_L/Selsmlc_R = Lateral Seismic load from left/right, REV. DESCRIPTION E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-1 PROJECT FORT PIERCE, EL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 3B FRAME LINES: E H 1 171-H I IV IV iv FRAME LINES: F G H J K L M N 0 P 0 R S T U V W X RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Frm Col Anc._Bolt Bose -Plate (in) Grout Line Line Qty Did Width Length Thick (in) Line Line Qty Did Width Length Thick (in) N LINE E 7 4 1.000 10.00 12.25 1.000 0.0 M* 7 4 0.750 8.000 12.25 0.625 0.0 E 3.9 4 0.750 10.00 12.25 0.625 0.0 M* 3.9 4 0.750 8.000 12.25 0.625 0.0 E 5 4 1.000 10.00 8.250 1.000 0.0 M* 6 4 0.750 8.000 8.000 0.750 0.0 M* 5 4 0.750 10.00 12.00 0.750 0.0 6 5 39 r COLUMN LINE H H H H FRAME LINES: Y I /I 63 6 55 5 39 r COLUMN LINE H H H H H H H �iv �pv ��v �IV ��v �fv ��V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) F* 7 4 0.750 8.000 12.25 0.625 0.0 F* 3.9 4 0.750 10.00 12.25 0.750 0.0 F* 6 4 0.750 8.000 8.000 0.750 0.0 F* 5 4 0.750 8.000 8.000 0.750 0.0 F* Frame lines: F G RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) H 7 4 0.750 8.000 12.25 0.625 0.0 H 3.9 4 0.750 8.000 12.25 0.750 0.0 H 6 4 0.750 8.000 8.000 0.750 0.0 H 5 4 0.750 8.000 8.000 0.750 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) J 7 4 0.750 8.000 12.25 0.625 0.0 J 3.9 4 0.750 8.000 12.25 0.625 0.0 J 6 4 0.750 8.000 8.000 0.750 0.0 J 5 4 0.750 8.000 8.000 0.750 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana Base (in) Grout Line Line Qty -Bolt -Plate Dia Width Length Thick (in) K 7 4 0.750 8.000 12.25 0.625 0.0 K 3.9 4 0.750 8.000 12.25 0.750 0.0 K 6 4 0.750 8.000 8.000 0.750 0.0 K 5 4 0.750 8.000 8.000 0.750 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in Grout Line Line Qty Dia Width Length hick (in) L 7 4 0.750 8.000 12.25 0.625 0.0 L 3.9 4 0.750 8.000 12.25 0.750 0.0 L 6 4 0.750 8.000 8.000 0.750 0.0 L 5 4 0.750 8.000 8.000 0.750 0.0 DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _L1/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wind_Ln2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." Collat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longltudlnal wind Wind_Ln# - Longitudinal wind load on the roof Seismic_L/Selsmlc_R = Lateral Seismic load from left/right E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones REVISIONS REV I DESCRIPTION M* Frame lines: M N 0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) P 7 4 0.750 8.000 12.25 0.625 0.0 P 3.9 4 0.750 8.000 12.25 0.750 0.0 P 6 4 0.750 8.000 8.000 0.750 0.0 P 5 4 0.750 10.00 12.00 0.750 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) Q* 7 4 0.750 8.000 12.25 0.625 0.0 Q* 3.9 4 0.750 8.000 12.25 0.750 0.0 Q* 6 4 0.750 8.000 8.000 0.750 0.0 Q* 5 4 0.750 8.000 8.000 0.750 0.0 Q* Frame lines: Q R RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Bose -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) S 7 4 0.750 8.000 12.25 0.625 0.0 S 3.9 4 0.750 8.000 12.25 0.750 0.0 S 6 4 0.750 8.000 8.000 0.750 0.0 S 5 4 0.750 10.00 12.00 0.750 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) T* 7 4 0.750 8.000 12.25 0.625 0.0 T* 3.9 4 0.750 8.000 12.25 0.750 0.0 T* 6 4 0.750 10.00 12.00 0.750 0.0 T* 5 4 0.750 10.00 12.00 0.750 0.0 T* Frame lines: T U V W X RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) Y 7 4 0.750 8.000 12.25 0.500 0.0 Y 3.9 4 0.750 8.000 12.25 0.500 0.0 Y 6.3 4 0.625 6.000 12.50 0.500 0.0 Y 6 4 0.625 8.000 12.25 0.500 0.0 Y 5.5 4 0.625 8.000 12.25 0.500 0.0 Y 5 4 0.625 8.000 12.25 0.500 0.0 Y 4.07 4 0.625 6.000 12.50 0.500 0.0 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Did Width Length Thick (in) Y 6.7 4 0.625 6.000 12.25 0.500 0.0 BUILDING BRACING REACTIONS f Reactions(k ) Panel -Shear Wall Col Wind Seismic- (lb/ft) Loc Line Line Horz Vert Harz Vert Wind Seis Note L-EW E (h) F-SW 3.9 G,H 16.1 15.5 3.1 3.0 KL 16.1 16.2 3.1 3.2 Q,R 16.1 16.2 3.1 3.2 S,T 16.1 15.5 3.1 3.0 R-EW Y (h) B_SW 7 T,S 8.7 8.7 2.3 2.3 Q,P 8.7 9.1 2.3 2.4 L,K 8.7 9.1 2.3 2.4 G,F 8.7 9.5 2.3 2.5 (h)Rigid frame at endwall CRANE BRACING REACTIONS ±Reactions(k ) Wall Col --Crane-- Loc Line Line Harz Vert F_SW 3.9 N ,0 0.7 0.5 B_SW 7 W ,V 2.6 2.0 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Wind Wind Frm Col Dead Press Suct Line Line Vert Horz Harz Y 4.07* -15.3 16.8 Y 5 -15.7 17.3 Y 5.5 * -16.7 18.4 Y 6 -13.8 15.2 Y 6.3 * -12.8 14.1 Y 6 0.5 -9.3 10.6 *See Rigid Frame Interior Column Reactions GENERAL NOTES (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. (3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. (4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-2 PROJECT FORT PIERCE, FL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 4A RIGID FRAME: BASIC COLUMN REACTIONS (k ) RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead -----Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- --Wind_Left2- Frame Column -----Dead-----Collateral- ----- Live ------ Wind -Wind --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Line Line Horiz Vert Horiz Vert Horiz Vert Horiz _Leftl- Vert _Rightl- Horiz Vert Horiz Vert E 7 1.4 8.0 2.4 11.6 3.7 18.2 -27.1 -79.7 2.7 -43.0 -24.9 -56.6 M* 7 0.6 3.0 2.2 7.2 2.2 7.5 -15.5 -31.7 5.1 -17.1 -17.8 -18.9 E 3.9 -1.4 4.5 -2.4 6.8 -3.7 10.6 2.6 -15.1 20.0 -46.5 -2.7 -1.7 M* 3.9 -0.7 3.8 -2.6 10.7 -2.2 11.8 -1.6 -21.6 14.4 -44.7 -3.1 -5.1 E 5 0.0 13.5 0.0 21.7 0.0 34.0 0.0 -111.8 0.0 -94.7 0.0 -69.9 M* 6 0.0 5.2 0.0 13.5 0.0 15.1 0.0 -53.4 0.0 -39.3 0.0 -29.8 M* 5 0.0 5.3 0.5 15.4 0.1 14.8 -2.9 -40.3 1.6 -50.3 -2.7 -17.1 Frame Column -Wind_Right2- --Wind_Longl- --Wind_Long2- -Seismic-Left Seismic -Right F1 PAT_LL-1- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Frame Column -Wind-Right2- --Wind-Long1- --Wind-Long2- -Seismic-Left Seismic -Right -Seismic-Long E 7 4.9 -19.9 -8.0 -60.7 -9.2 -63.8 -0.4 -0.1 0.4 0.1 1.0 6.4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert E 3.9 14.7 -33.2 13.6 -40.1 12.6 -35.6 -0.4 0.2 0.4 -0.2 -1.0 -1.1 M* 7 2.8 -4.3 2.4 -30.0 3.1 -20.8 -0.4 -0.3 0.4 0.3 0.0 0.0 E 5 0.0 -52.8 0.0 -114.3 0.0 -113.6 0.0 -0.2 0.0 0.2 0.0 8.5 M* 3.9 12.8 -28.2 2.3 -31.7 1.8 -39.0 -0.6 0.5 0.6 -0.5 0.1 0.0 M* 6 0.0 -15.8 0.0 -56.9 0.0 -35.5 0.0 0.4 0.0 -0.4 0.0 0.0 Frame Column F1 PAT_LL 2- M* 5 1.8 -27.1 0.8 -34.8 -2.2 -58.2 -0.3 -0.6 0.3 0.6 0.0 0.0 Line Line Horiz Vert E 7 0.3 -0.1 Frame Column -F7CRNAM 1- -F7CRNAM 2- -F7CRNAM 3- -F7CRNAM 4- -F7CRNA2 5- -F7CRNA2 6- E 3.9 -0.3 3.4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert E 5 0.0 3.6 M* 7 -0.1 -0.1 0.3 0.2 0.0 0.0 0.4 0.3 _O.1 -0.1 0.3 0.2 M. 3.9 -0.8 4.1 -0.1 -1.0 -0.3 7.2 -1.0 -0.4 5.9 Frame Column -----Dead-----Collateral- ----- Live ------Wind_Leftl- -Wind_Ri 9 htl- --Wind- M. 0.1 0.6 0.3. -0.3 0.2 0.0 0.6 -0.5 0.0 0.4 0.8 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert M* 5 5 0.1 7.1 7.6 0.6 8.1 0.2 4.1 4.1 0.6 4.7 0.4 3.1 13.5 0.8 1 4.0 14.0 F* 7 0.6 3.0 2.1 7.4 2.2 7.4 -18.2 -34.0 6.7 -15.8 -20.4 -21.1 F* 3.9 -0.6 4.0 -2.0 9.7 -2.0 10.5 0.1 -21.8 12.3 -45.5 -3.5 -10.1 Frame Column -F7CRNA2_7- -F7CRNA2_8- F7PAT_LL1- F7PAT_LL_2- F7PAT_LL_3- F7PAT_LL4- F* 6 0.0 5.1 0.0 14.7 0.0 15.1 0.0 -49.2 0.0 -41.6 0.0 -26.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert F* 5 0.0 5.2 0.0 14.7 0.0 14.9 0.0 -42.7 0.0 -50.1 0.0 -18.7 M* 7 0.2 0.2 0.6 0.5 1.5 6.8 0.2 -0.4 2.8 8.6 -0.5 -1.1 M* 3.9 -1.4 13.3 -0.7 12.8 -0.3 0.0 -0.9 6.0 -3.6 9.2 1.2 -1.6 Frame Column -Wind _Ri ht2- 9 --Wind-Lon 9 1- --Wind-Lon 2- 9 -Seismic-Left Seismic -Right 9 F2PAT_LL1- M* 6 0.0 -0.3 0.0 -0.7 0.0 16.5 0.0 6.7 0.0 6.9 0.0 8.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert M* 5 0.4 6.7 0.9 7.3 -1.2 6.7 0.6 17.7 0.8 5.3 -0.7 9.5 F* 7 3.1 -4.0 2.9 -29.6 1.8 -22.0 -0.7 -0.6 0.7 0.6 0.7 6.0 F* 3.9 7.6 -27.9 7.0 -31.7 5.4 -39.2 -0.7 0.5 0.7 -0.5 -0.7 -0.2 Frame Column -----Dead-----Collateral- ----- Live ------ Wind -Wind --Wind_Left2- F* 6 0.0 -16.7 0.0 -57.5 0.0 -33.1 0.0 0.9 0.0 -0.9 0.0 17.8 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz _Leftl- Vert _Rightl- Horiz Vert Horiz Vert F* 5 0.0 -27.7 0.0 -35.7 0.0 -60.2 0.0 -0.8 0.0 0.8 0.0 6.2 P 7 0.5 2.9 1.4 5.9 1.6 7.1 -14.5 -31.0 7.5 -15.6 -17.1 -18.4 P 3.9 -0.5 3.8 -1.3 9.0 -1.4 12.8 -7.7 -20.4 13.5 -53.4 -5.2 -7.6 Frame Column F2PAT_LL 2- F2PAT_LL 3- F2PAT_LL 4- ---HOIST--- P 6 0.0 5.3 0.0 14.3 0.0 15.6 0.0 -54.1 0.0 -40.9 0.0 -30.5 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert P 5 0.0 5.4 -0.1 15.7 -0.2 14.5 -2.7 -40.2 2.9 -49.5 -2.6 -16.7 F* 7 0.5 -0.3 3.1 9.0 -1.0 -1.6 -0.1 0.0 F* 3.9 -0.5 6.0 -3.1 9.2 1.0 -1.7 -0.1 3.4 Frame Column -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic-Left Seismic -Right -F8CRNAM_1- F* 6 0.0 6.4 0.0 6.1 0.0 9.1 0.0 0.1 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert F* 5 0.0 17.9 0.0 5.6 0.0 9.2 0.0 -0.1 P 7 4.9 -2.9 3.5 -29.4 4.0 -20.2 -0.4 -0.3 0.4 0.3 -0.2 -0.1 P 3.9 15.9 -40.6 -3.2 -21.2 -3.8 -28.7 -0.5 0.5 0.5 -0.5 -0.7 3.3 Frame Column -----Dead-----Collateral- ----- Live ------ Wind _Leftl- -WindRi 9 htl- --Wind-Left2- P 6 0.0 - 17.3 0.0 -57.4 0.0 -36.2 0.0 0.3 0.0 -0.3 0.0 0.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert P 5 3.0 -26.1 1.1 -34.9 -1.6 -57.8 -0.3 -0.5 0.3 0.5 0.1 6.8 H 7 0.6 3.0 2.1 7.2 2.1 7.6 -16.9 -33.3 10.5 -13.3 -21.5 -22.0 H 3.9 -0.6 4.4 -1.9 11.2 -1.9 11.9 -5.7 4.5 18.4 -32.1 -5.8 -22.7 Frame Column -F8CRNAM 2- -F8CRNAM 3- -F8CRNAM 4- -F8CRNA2 5- -F8CRNA2 6- -F8CRNA2 7- H 6 0.0 5.2 0.0 14.8 0.0 15.6 0.0 -52.7 0.0 -46.4 0.0 -26.1 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert H 5 0.0 5.3 0.0 13.5 0.0 15.3 0.0 -41.3 0.0 -49.4 0.0 -18.9 P 7 0.2 0.2 0.0 0.0 0.4 0.3 -0.2 -0.1 0.3 0.2 0.1 0.1 P 3.9 0.0 2.9 -0.9 6.9 -0.2 6.5 -0.8 4.8 -0.2 4.4 -1.2 10.5 Frame Column -Wind _Ri ht2- 9 --Wind_Lon9 1- --Wind_Lon9 2- -Seismic Left Seismic_ Right F3 PAT_LL_1- P 6 0.0 -0.3 0.0 0.0 0.0 -0.4 0.0 0.1 0.0 -0.3 0.0 _O.1 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert P 5 0.5 7.3 0.1 3.3 0.5 3.8 0.2 10.6 0.7 11.2 0.3 5.0 H 7 4.4 -3.2 2.7 -30.5 1.5 -22.7 -0.8 -0.6 0.8 0.6 0.7 6.2 H 3.9 17.9 -18.7 -4.2 -32.1 -5.8 -39.7 -0.7 0.5 0.7 -0.5 -0.7 -0.2 Frame Column -FSCRNA28- FSPAT_LL_1- FBPATLL2- F8PAT_LL3- FBPAT_LL H 6 0.0 -17.9 0.0 -58.7 0.0 -33.7 0.0 0.9 0.0 -0.9 0.0 18.3 Line Line Horiz _ Vert Horiz Vert _ Horiz Vert Horiz _ Vert Horiz _4- Vert H 5 0.0 -29.3 0.0 -36.0 0.0 -61.0 0.0 -0.9 0.0 0.8 0.0 6.4 P 7 0.6 0.4 1.3 6.7 0.2 -0.5 2.3 8.4 -0.4 -1.1 P 3.9 -0.5 10.1 -0.2 -0.2 -0.7 6.0 -3.1 8.9 1.1 -1.5 Frame Column F3PAT_ ILL _2- F3PAT_LL_3- F3PAT_LL_4- --HOIST L-- --HOIST_R-- P 6 0.6 -0.6 0.0 16.5 0.0 6.9 0.0 7.1 0.0 8.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert P 5 0.7 5.5 -1.1 6.9 0.5 17.6 0.8 5.6 -0.7 9.4 H 7 0.4 -0.3 3.0 9.1 -1.0 -1.6 0.0 0.0 0.4 0.3 H 3.9 -0.5 6.1 -3.0 9.3 1.0 -1.7 -0.2 0.3 -0.2 0.8 Frame Column -----Dead-----Collateral- ----- Live ------ Wind -Wind_Rightl- --Wind_Left2- H 6 0.0 6.5 0.0 6.4 0.0 9.2 0.0 0.0 0.0 -0.7 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz _Leftl- Vert Horiz Vert Horiz Vert H 5 0.0 18.3 0.0 5.9 0.0 9.4 0.0 2.1 0.0 1.8 Q. 7 0.5 2.8 1.7 6.8 1.4 6.9 -16.3 -32.6 9.6 -13.7 -18.8 -19.9 Q* 3.9 -0.5 3.8 -1.7 10.3 -1.4 12.8 -8.6 -20.5 14.3 -53.2 -6.1 -7.7 Frame Column -----Dead-----Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- --Wind_Left2- Q* 6 0.0 5.4 0.0 15.3 0.0 15.8 0.0 -51.2 0.0 -44.4 0.0 -27.6 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Q* 5 0.0 5.1 0.0 17.9 0.0 14.4 0.0 -41.4 0.0 -48.0 0.0 -18.0 J 7 0.6 2.9 2.0 7.6 2.0 7.3 -16.2 -32.5 8.1 -14.4 -19.3 -20.3 J 3.9 -0.6 4.3 -2.0 10.1 -1.9 12.7 -7.1 -7.2 18.0 -44.0 -6.5 -15.2 Frame Column -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic-Left Seismic -Right F9PAT_LL1- 1 6 0.0 5.2 0.0 17.2 0.0 15.4 0.0 -51.2 0.0 -44.0 0.0 -26.7 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert J 5 0.0 5.1 0.0 13.4 0.0 14.6 0.0 -41.4 0.0 -46.6 0.0 -19.1 Q* 7 7.1 -1.0 4.3 -28.7 3.0 -21.0 -0.5 -0.4 0.5 0.4 0.5 6.0 Q* 3.9 10.8 -20.5 -3.0 -21.1 -4.3 -34.6 -0.5 0.4 0.5 -0.4 -0.5 Frame Column -Wind-Right2- --Wind_Long1- --Wind-Long2- -Seismic-Left Seismic -Right F4PAT_LL1- 0* 0.0 -24.6 0.0 -34.4 .0 0.0 -58.4 0.0 0.6 0.0 -0.6 0.0 17.8 16.4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 0* 5 5 0.0 -24.6 0.0 -34.4 0.0 -58.4 0.0 -0.6 0.0 0.6 0.0 6.4 J 7 4.2 -3.0 4.4 -28.3 1.7 -22.1 -0.6 -0.5 0.6 0.5 0.6 6.0 J 3.9 18.4 -30.7 -1.4 -15.6 -4.8 -34.9 -0.7 0.5 0.7 -0.5 -0.6 -0.1 Frame Column F9PAT LL2- F9PATILL 3- F9PAT_LL 4- J 6 0.0 -18.4 0.0 -59.8 0.0 -32.8 0.0 0.8 0.0 -0.8 0.0 18.0 Line Line Horiz _ Vert _ Horiz _ Vert Horiz Vert J 5 0.0 -25.5 0.0 -32.6 0.0 -59.7 0.0 -O.S 0.0 0.8 0.0 6.0 Q* 7 0.5 -0.3 2.9 8.9 -0.9 -1.6 Q* 3.9 -0.5 6.5 -2.9 0.0 -1.6 Frame Column F4PAT_LL_2- F4PAT_LL_3- F4PAT_LL_4- Q 0.0 .0 0.0 6.1 6.1 0.0 9.1 Line Line Horiz Vert Horiz Vert Horiz Vert Q* 5 5 0.0 7.5 17.7 0.0 6.0 0.0 9.1 J 7 0.6 0.0 3.2 9.0 -1.0 -1.5 J 3.9 -0.6 6.0 -3.2 9.1 1.0 -1.6 Frame Column -----Dead-----Collateral- ----- Live ------Wind_Leftl- -Wind _Rightl- --Wind_Left2- 1 6 0.0 5.9 0.0 6.0 0.0 9.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert J 5 0.0 18.0 0.0 5.9 0.0 9.1 S 7 0.5 2.9 1.8 9.5 1.6 7.2 -14.9 -31.7 7.6 -15.9 -17.5 -18.8 S 3.9 -0.5 3.8 -1.5 9.1 -1.4 13.1 -7.8 -20.9 13.8 -54.6 -5.4 -7.8 Frame Column ----- Dead -----Collateral- ----- Live ------ Wind _Leftl- -Wind_Ri 9 htl- --Wind S 6 0.0 5.4 0.0 17.9 0.0 15.9 0.0 -55.4 0.0 -41.9 0.0 -31.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert S 5 0.0 5.5 -0.3 13.7 -0.2 14.9 -2.7 -41.1 3.0 -50.6 -2.6 -17.1 K 7 0.6 2.9 2.2 7.4 1.8 7.2 -17.0 -33.5 8.2 -14.9 -19.2 -20.3 K 3.9 -0.6 4.0 -2.2 11.8 -1.8 13.3 -8.6 -20.9 16.1 -55.6 -6.3 -7.7 Frame Column -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic-Left Seismic -F*CRNA_1-- K 6 0.0 5.3 0.0 15.0 0.0 16.1 0.0 -52.0 0.0 -44.8 0.0 -28.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz -Right Vert Horiz Vert K 5 0.0 5.1 0.0 15.6 0.0 14.5 0.0 -427 0.0 -47.8 0.0 -18.8 S 7 5.0 -3.0 3.6 -30.1 4.1 -20.7 -0.4 -0.2 0.4 0.2 -0.2 -0.1 S 3.9 16.3 -41.6 -3.3 -21.7 -3.9 -29.4 -0.5 0.4 0.5 -0.4 -0.6 3.2 Frame Column -Wind _Ri ht2- 9 --Wind_Lon 9 1- --Wind2- 9 -Seismic-Left Seismic -Right ht 9 F5 PAT_LL_1- S 6 0.0 -17.7 0.6 -58.7 0.0 -37.0 0.0 0.3 0.0 -0.3 0.0 0.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert S 5 3.1 -26.7 1.1 -35.7 -1.6 -59.2 -0.3 -0.5 0.3 0.5 0.1 6.4 K 7 5.9 -1.8 3.8 -29.6 2.5 -22.0 -0.5 -0.4 0.5 0.4 0.7 6.1 K 3.9 18.4 -42.4 -2.4 -22.1 -3.9 -29.5 -0.6 0.4 0.6 -0.4 -0.7 -0.1 Frame Column -F*CRNA-2-- -F*CRNA-3-- -F*CRNA-4-- F10PATLL_1- F10PATLL_2- F10PATLL3- K 6 0.0 -20.9 0.0 -60.2 0.0 -34.6 0.0 0.6 0.0 -0.6 0.0 18.5 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert K 5 0.0 -23.9 0.0 -34.3 0.0 -60.1 0.0 -0.7 0.0 0.7 0.0 6.1 S 7 0.2 0.2 -0.1 0.0 0.3 0.3 1.3 6.9 0.2 -0.5 2.4 8.6 S 3.9 0.0 2.8 -0.7 6.7 -0.1 6.3 -0.2 -0.2 -0.7 6.2 -3.2 9.1 Frame Column F5PAT_ ILL _2- F5PAT_LL_3- F5PAT_LL_4- S 6 0.0 -0.2 0.0 0.0 0.0 -0.4 0.0 16.9 0.0 7.0 0.0 7.2 Line Line Horiz Vert Horiz Vert Horiz Vert S 5 0.5 6.9 0.0 3.0 0.5 3.5 -1.1 7.0 0.6 18.0 0.8 5.8 K 7 0.6 0.0 3.3 9.2 -1.0 -1.6 K 3.9 -0.7 6.1 -3.3 9.3 1.0 -1.6 Frame Column F10PATLL4- K 6 0.0 6.1 0.0 6.1 0.0 9.2 Line Line Horiz Vert K 5 0.0 18.5 0.0 6.0 0.0 9.3 S 7 -0.4 -1.1 S 3.9 1.1 -1.5 Frame Column ----- Dead -----Collateral- ----- Live ------ Wind _Leftl- -Wind_Ri htl- --Wind_Left2- 8.4 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert S 5 -0.7 9.6 L 7 0.6 2.9 3.0 8.7 2.2 7.5 -17.1 -33.1 6.3 -16.0 -19.2 -20.3 L 3.9 -0.6 3.8 -2.9 12.0 -2.1 11.8 -8.2 -21.4 17.4 -44.7 -5.7 -4.9 L 6 0.0 5.1 0.0 16.0 0.0 15.1 0.0 -50.1 0.0 -41.5 0.0 -26.8 L 5 0.0 5.1 0.0 16.7 0.0 14.9 0.0 -42.4 0.0 -49.2 0.0 -19.1 M. Frame lines: M N 0 Frame Column -Wind-Right2- --Wind-Longl- --Wind-Long2- -Seismic-Left Seismic -Right F6PAT_LL1- Q* Frame lines: Q R Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert L 7 4.1 -3.1 3.6 -29.0 2.4 -21.6 -0.5 -0.4 0.5 0.4 0.6 6.0 L 3.9 19.9 -28.1 -3.2 -32.2 -4.7 -39.5 -0.6 0.4 0.6 -0.4 -0.6 -0.1 L 6 0.0 -18.1 0.0 -58.7 0.0 -33.7 0.0 0.6 0.0 -0.6 0.0 18.0 L 5 0.0 -25.8 0.0 -33.6 0.0 -58.8 0.0 -0.7 0.0 0.7 0.0 6.0 Frame Column F6PAT_LL_2- F6PAT_LL_3- F6PAT_LL_4- Line Line Horiz Vert Horiz Vert Horiz Vert L 7 0.6 0.0 3.2 9.0 -1.0 -1.5 L 3.9 -0.6 6.0 -3.2 9.1 1.0 -1.6 L 6 0.0 5.9 0.0 6.0 0.0 9.0 L 5 0.0 18.0 0.0 5.9 0.0 9.1 REVISIONS F* Frame lines: F G REV I DESCRIPTION DATE I DTLR I DATE I CHKR RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-----Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 0.6 2.9 1.7 6.9 2.0 7.3 -15.4 -32.1 4.9 -17.0 T* 3.9 -0.6 3.8 -1.5 8.6 -1.9 10.3 -6.8 -22.5 13.5 -42.0 T* 6 0.0 5.5 0.0 13.9 -0.1 15.2 -1.9 -53.7 1.7 -38.3 T* 5 0.0 5.5 0.0 13.8 0.1 15.1 -3.1 -39.4 0.5 -54.6 Frame Column -Wind-Right2- --Wind-Longl- --Wind-Long2- -Seismic-Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 2.8 -3.9 2.2 -30.2 3.0 -21.4 -0.7 -0.6 0.7 0.6 T* 3.9 16.5 -25.0 -5.3 -30.8 -4.5 -39.6 -0.7 0.7 0.7 -0.6 T* 6 1.9 -15.0 0.5 -56.2 -1.6 -35.6 -0.5 0.6 0.5 -0.6 T* 5 1.0 -30.8 0.0 -36.8 -2.2 -57.5 -0.5 -0.6 0.5 0.6 Frame Column -F*CRNAM_2- -F*CRNAM_3- -F*CRNAM_4- -F*CRNA2_5- -F*CRNA2_6- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 2.7 24.1 -0.5 5.5 1.8 6.8 1.8 43.3 4.1 44.6 T* 3.9 0.4 -0.4 -0.9 0.8 1.1 -1.0 -2.1 1.9 -0.1 0.1 T* 6 0.2 6.0 -1.8 24.6 0.0 23.4 -2.1 11.4 -0.3 10.2 T* 5 0.3 0.4 -0.5 -0.8 0.7 0.9 -1.3 -1.9 0.0 -0.1 Frame Column -F*CRNA2-8- -F*CRNAM-9- F*CRNAM_10- F*CRNAM-11- F*CRNAM-12- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 2.4 10.7 -0.5 -0.4 0.3 0.2 -0.3 -0.2 0.5 0.4 T* 3.9 1.2 -1.2 -0.5 0.4 0.3 -0.2 -0.3 0.2 0.5 -0.4 T* 6 -0.7 44.3 0.1 13.3 0.8 12.6 -0.1 4.4 0.6 3.7 T* 5 0.8 1.0 -0.6 3.7 0.1 4.4 -0.8 12.6 -0.1 13.3 Frame Column F*CRNA2_14- F*CRNA2_15- F*CRNA2_16- -F*CRNA_17- -F*CRNA_18- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 0.2 0.1 -0.2 -0.2 0.6 0.5 -0.2 -0.2 0.2 0.2 T* 3.9 0.2 -0.2 -0.2 0.1 0.6 -0.6 -0.6 4.0 -0.1 3.7 T* 6 1.2 23.3 0.0 6.6 0.8 5.9 -0.1 0.1 0.1 -0.2 T* 5 0.0 6.6 -1.2 23.3 -0.4 24.0 0.1 7.6 0.5 7.8 Frame Column -F*CRNA-20- -F*CRNBM-1- -F*CRNBM-2- -F*CRNBM-3- -F*CRNBM-4- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 0.3 0.3 0.3 22.8 2.6 24.0 -0.4 5.6 1.9 6.9 T* 3.9 -0.3 7.4 -1.6 1.5 0.3 -0.3 -0.8 0.7 1.2 -1.1 T* 6 0.2 -0.3 -1.1 20.1 0.7 18.9 -1.6 28.6 0.3 27.4 T* 5 0.5 4.1 -1.2 2.6 0.0 4.4 -1.0 12.1 0.3 13.9 Frame Column -F*CRNBM_6- -F*CRNBM_7- -F*CRNBM_8- -F*CRNC2_1- -F*CRNC2_2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 2.8 24.2 -0.6 5.4 1.7 6.7 1.7 43.3 4.2 44.7 T* 3.9 0.5 -0.5 -1.0 0.9 1.0 -0.9 -2.5 5.8 -0.3 3.8 T* 6 0.5 10.0 -1.4 37.5 0.5 36.3 -2.2 11.5 -0.2 10.1 T* 5 -0.2 13.3 -0.8 3.2 0.5 5.0 -1.1 5.8 0.4 7.7 Frame Column -F*CRNC2-4- -F*CRNC2-5- -F*CRNC2-6- -F*CRNC2-7- -F*CRNC2-8- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 2.6 10.9 1.8 43.4 4.4 44.8 -0.1 9.3 2.5 10.8 T* 3.9 0.8 6.3 -2.7 9.5 -0.5 7.5 -1.2 4.6 1.0 2.6 T* 6 -0.6 44.0 -2.1 11.3 -0.1 10.0 -2.6 45.5 -0.6 44.2 T* 5 1.2 5.1 -1.1 2.1 0.3 4.0 -0.2 6.9 1.2 8.8 Frame Column F*CRNBM_10- F*CRNBM_11- F*CRNBM_12- F*CRNBM_13- F*CRNBM_14- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 0.3 0.2 -0.1 -0.1 0.6 0.6 -0.3 -0.3 0.4 0.4 T* 3.9 -0.1 3.6 -0.8 7.7 0.0 7.1 -1.0 7.9 -0.2 7.3 T* 6 0.8 12.5 0.0 4.2 0.7 3.5 0.2 13.1 0.9 12.4 T* 5 0.5 12.1 -0.5 16.6 0.2 17.3 -0.3 7.7 0.4 8.4 Frame Column F*CRNBM-1 6- F1 1 PATLL-1 - F11 PATLL-2- F1 1 PATLL-3- F1 1 PATLL4- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert T* 7 0.5 0.4 1.3 6.6 0.0 -0.3 2.5 8.2 -0.6 -1.0 T* 3.9 0.1 3.4 -0.1 -0.3 -1.4 6.7 -2.5 8.2 0.5 -0.9 T* 6 0.6 3.6 -0.3 16.5 1.0 7.2 -1.0 6.8 0.9 8.5 T* 5 0.3 21.0 -1.0 7.1 0.3 16.4 1.0 6.7 -0.9 8.4 T* Frame lines: T U V W X F I FINAL ERECTION FXI FOR CONSTRUCTION I I FOR APPROVAL F I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-2 PROJECT FORT PIERCE, FL ADDRESS --Wind_Left2- Horiz Vert -17.4 -19.1 -3.8 -5.5 -1.7 -30.5 -2.6 -15.6 -F*CRNAM-1- Horiz Vert 0.4 22.9 -1.5 1.5 -1.6 7.2 -1.0 -1.4 -F*CRNA2_7- Horiz Vert 0.0 9.4 -0.7 0.7 -2.5 45.4 -0.4 -0.8 F*CRNA2-13- Horiz Vert -0.6 -0.5 -0.6 0.5 0.4 24.0 -0.8 5.9 -F*CRNA_19- Horiz Vert 0.0 0.0 -0.8 7.6 0.0 0.0 0.1 3.9 -F*CRNBM-5- Horiz Vert 0.5 23.0 -1.4 1.3 -1.3 11.2 -1.4 11.5 -F*CRNC2_3- Horiz Vert 0.1 9.5 -1.4 8.3 -2.5 45.4 -0.3 3.2 -F*CRNBM-9- Horiz Vert -0.5 -0.4 -0.8 4.2 0.1 13.2 -0.3 11.3 F*CRNBM_15- Horiz Vert -0.3 -0.2 -0.6 4.1 -0.1 4.3 -0.5 20.3 VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 4B RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead- ----Collateral- ----- Live ------Wind-Left1- -Wind-Right1- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 0.1 1.7 0.2 2.1 0.3 2.5 -10.5 -19.6 7.6 -4.9 -12.4 -14.3 Y 3.9 -0.1 2.0 -0.2 3.0 -0.2 3.6 -10.5 -3.6 8.8 -24.4 -7.7 2.5 Y 6.3 0.0 2.1 0.0 3.4 0.0 4.1 0.0 -14.6 0.0 -17.8 0.0 -9.6 Y 6 0.0 1.8 0.0 2.6 0.0 3.1 0.0 -20.9 0.0 -7.8 0.0 -15.3 Y 5.5 0.0 2.2 0.0 3.3 0.0 4.0 0.0 -15.7 0.0 -15.0 0.0 -9.9 Y 5 0.0 2.1 0.0 3.3 0.0 3.9 0.0 -9.6 0.0 -24.0 0.0 -3.2 Y 4.07 0.0 1.9 0.0 3.2 0.0 3.8 0.0 -21.8 0.0 -15.5 0.0 -15.8 Frame Column -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic-Left Seismic -Right -F*CRNAM_1- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 5.7 0.4 3.0 -16.1 2.0 -11.8 -0.7 -0.8 0.7 0.8 -0.6 20.0 Y 3.9 11.6 -18.2 -4.7 -15.8 -6.1 -18.0 -0.8 1.2 0.8 -1.1 -2.6 3.6 Y 6.3 0.0 -12.7 0.0 -20.2 0.0 -8.3 0.0 1.2 0.0 -1.2 0.0 3.5 Y 6 0.0 -2.2 0.0 -19.2 0.0 -11.0 0.0 -0.4 0.0 0.4 -0.1 3.4 Y 5.5 0.0 -9.1 0.0 -16.5 0.0 -16.2 0.0 0.0 0.0 0.0 -0.1 -0.2 Y 5 0.0 -17.6 0.0 -12.0 0.0 -22.2 0.0 0.3 0.0 -0.3 -0.1 1.0 Y 4.07 0.0 -9.5 0.0 -11.5 0.0 -23.7 0.0 -1.4 0.0 1.4 0.0 -4.3 Frame Column -F*CRNAM_2- -F*CRNAM_3- -F*CRNAM_4- -F*CRNA2_5- -F*CRNA2_6- -F*CRNA2_7- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 2.6 22.8 -1.4 3.1 1.8 5.9 -0.1 32.4 3.2 35.1 -1.3 5.3 Y 3.9 0.7 -0.9 -1.8 2.5 1.4 -2.0 -3.2 4.3 0.1 -0.2 -1.9 2.6 Y 6.3 0.0 -0.6 0.0 -0.5 0.0 -4.6 0.0 4.7 0.0 0.6 0.0 -0.1 Y 6 0.1 4.7 -0.1 21.7 0.1 23.0 -0.1 5.3 0.1 6.6 -0.1 34.5 Y 5.5 0.1 0.1 -0.1 0.0 0.1 0.3 -0.1 -0.2 0.1 0.1 -0.1 0.1 Y 5 0.1 -0.3 -0.1 0.6 0.1 -0.6 -0.1 1.2 0.1 -0.1 -0.1 0.6 Y 4.07 0.0 1.1 0.0 -3.0 0.0 2.4 0.0 -5.2 0.0 0.2 0.0 -3.1 Frame Column -F*CRNA2_8- -F*CRNAM_9- F*CRNAM_10- F*CRNAM_11- F*CRNAM_12- F*CRNA2_13- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 1.9 8.0 -0.5 -0.6 0.5 0.6 -0.5 -0.6 0.5 0.6 -0.5 -0.7 Y 3.9 1.4 -1.9 -0.6 0.8 0.6 -0.8 -0.6 0.8 0.6 -0.9 -0.6 0.8 Y 6.3 0.0 -4.2 0.0 1.0 0.0 -0.7 0.0 0.9 0.0 -0.8 0.0 1.1 Y 6 0.1 35.8 -0.1 11.4 0.1 11.9 -0.1 2.8 0.1 3.3 -0.1 17.9 Y 5.5 0.1 0.4 -0.1 -1.7 0.1 -1.7 -0.1 -1.7 0.1 -1.7 -0.1 -1.6 Y 5 0.1 -0.6 -0.1 3.3 0.1 2.9 -0.1 11.9 0.1 11.5 -0.1 4.7 Y 4.07 0.0 2.3 0.0 -1.0 0.0 1.1 0.0 -0.9 0.0 1.1 0.0 -0.9 Frame Column F*CRNA2_14- F*CRNA2_15- F*CRNA2_16- -F*CRNA_17- -F*CRNA_18- -F*CRNA_19- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 0.5 0.6 -0.5 -0.6 0.5 0.6 -0.2 -0.2 0.4 0.4 0.0 0.0 Y 3.9 0.6 -0.9 -0.6 0.8 0.6 -0.9 -0.5 3.2 0.3 2.4 -0.6 6.6 Y 6.3 0.0 -0.6 0.0 0.9 0.0 -0.8 0.0 0.3 0.0 -0.6 0.0 0.0 Y 6 0.1 18.4 -0.1 4.2 0.1 4.7 0.0 -0.1 0.0 0.2 0.0 0.0 Y 5.5 0.1 -1.6 -0.1 -1.7 0.1 -1.6 0.0 0.1 0.0 0.0 0.0 0.0 Y 5 0.1 4.2 -0.1 18.5 0.1 18.0 0.0 6.8 0.0 6.6 0.0 2.9 Y 4.07 0.0 1.1 0.0 -0.9 0.0 1.2 0.0 -0.8 0.0 0.1 0.0 -0.1 Frame Column -F*CRNA_20- -F*CRNBM_1- -F*CRNBM_2- -F*CRNBM_3- -F*CRNBM_4- -F*CRNBM_5- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 0.5 0.6 -0.7 20.0 2.6 22.8 -1.4 3.1 1.8 5.9 -0.7 20.0 Y 3.9 0.1 5.9 -2.6 3.5 0.7 -0.9 -1.8 2.5 1.5 -2.0 -2.6 3.5 Y 6.3 0.0 -0.8 0.0 3.6 0.0 -0.5 0.0 -0.4 0.0 -4.5 0.0 3.5 Y 6 0.0 0.3 -0.1 15.1 0.1 16.4 -0.1 24.7 0.1 26.0 -0.1 6.5 Y 5.5 0.0 0.0 -0.1 -1.9 0.1 -1.5 -0.1 -1.7 0.1 -1.4 -0.1 -1.9 Y 5 0.0 2.7 -0.1 4.1 0.1 2.8 -0.1 12.4 0.1 11.1 -0.1 12.7 Y 4.07 0.0 0.9 0.0 -4.2 0.0 1.2 0.0 -2.9 0.0 2.5 0.0 -4.2 Frame Column -F*CRNBM_6- -F*CRNBM_7- -F*CRNBM_8- -F*CRNC2_1- -F*CRNC2_2- -F*CRNC2_3- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 2.6 22.8 -1.4 3.1 1.8 5.9 -0.1 32.3 3.4 35.4 -1.2 5.4 Y 3.9 0.7 -0.9 -1.8 2.5 1.5 -2.0 -3.5 7.3 0.2 2.4 -2.4 9.1 Y 6.3 0.0 -0.5 0.0 -0.4 0.0 -4.4 0.0 4.7 0.0 0.2 0.0 -0.3 Y 6 0.1 7.8 -0.1 33.3 0.1 34.6 -0.1 5.3 0.1 6.7 -0.1 34.6 Y 5.5 0.1 -1.5 -0.1 -1.7 0.1 -1.3 -0.1 -0.1 0.1 0.2 -0.1 0.1 Y 5 0.1 11.5 -0.1 3.7 0.1 2.5 -0.1 7.9 0.1 6.5 -0.1 3.5 Y 4.07 0.0 1.2 0.0 -2.9 0.0 2.4 0.0 -5.8 0.0 0.1 0.0 -3.0 Frame Column -F*CRNC2_4- -F*CRNC2_5- -F*CRNC2_6- -F*CRNC2_7- -F*CRNC2_8- -F*CRNBM_9- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 2.3 8.5 0.0 32.5 3.5 35.6 -1.4 5.2 2.2 8.3 -0.4 -0.5 Y 3.9 1.3 4.2 -3.6 10.8 0.0 5.9 -2.2 5.6 1.4 0.7 -0.7 3.6 Y 6.3 0.0 -4.8 0.0 4.5 0.0 0.0 0.0 -0.1 0.0 -4.6 0.0 0.8 Y 6 0.1 36.0 -0.1 5.3 0.1 6.8 -0.1 34.5 0.1 35.9 -0.1 11.4 Y 5.5 0.1 0.4 -0.1 -0.2 0.1 0.1 -0.1 0.1 0.1 0.5 -0.1 -1.6 Y 5 0.1 2.2 -0.1 4.1 0.1 2.7 -0.1 7.3 0.1 6.0 -0.1 10.0 Y 4.07 0.0 2.9 0.0 -5.0 0.0 0.8 0.0 -3.7 0.0 2.1 0.0 -1.3 Frame Column F*CRNBM_10- F*CRNBM_11- F*CRNBM_12- F*CRNBM_13- F*CRNBM_14- F*CRNBM_15- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y 7 0.6 0.7 -0.3 -0.3 0.8 0.9 -0.3 -0.3 0.8 0.9 -0.4 -0.5 Y 3.9 0.5 1.9 -0.9 7.1 0.4 5.4 -0.9 7.1 0.4 5.4 -0.7 3.6 Y 6.3 0.0 -0.9 0.0 0.5 0.0 -1.2 0.0 0.6 0.0 -1.1 0.0 0.7 Y 6 0.1 12.0 -0.1 2.9 0.1 3.5 -0.1 11.5 0.1 12.1 -0.1 2.8 Y 5.5 0.1 -1.6 -0.1 -1.7 0.1 -1.7 -0.1 -1.7 0.1 -1.6 -0.1 -1.7 Y 5 0.1 9.5 -0.1 14.8 0.1 14.4 -0.1 6.1 0.1 5.7 -0.1 18.6 Y 4.07 0.0 0.7 0.0 -0.5 0.0 1.5 0.0 -0.6 0.0 1.4 0.0 -1.3 VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER Frame Column Line Line F*CRNBM 16- Horiz Vert F12PATLL 1- Horiz Vert F12PATLL 2- Horiz Vert F12PATLL 3- Horiz Vert F12PATLL 4- Horiz Vert F12PATLL 5- Horiz Vert LICENSE NO. 83970 Y 7 0.6 0.7 0.2 2.3 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.1 500 VULCAN PARKWAY Y 3.9 0.5 1.9 -0.1 0.2 0.0 0.0 0.0 0.1 0.0 -0.2 -0.1 1.7 ADEL, GA 31620 Y 6.3 0.0 -1.0 0.0 4.7 0.0 1.1 0.0 -0.4 0.0 0.1 0.0 -0.2 Y 6 0.1 3.4 0.0 0.9 0.0 4.1 0.0 2.1 0.0 -0.3 0.0 0.1 Y 5.5 0.1 -1.6 0.0 -0.1 0.0 2.0 0.0 4.4 0.0 1.9 0.0 -0.3 Y 5 0.1 18.2 0.0 0.1 0.0 -0.3 0.0 2.0 0.0 4.5 0.0 1.9 Y 4.07 0.0 0.7 0.0 -0.2 0.0 0.1 0.0 -0.3 0.0 1.8 0.0 4.4 THIS ITEM HAS BEEN ELECTRONICALLY Frame Column F12PATLL 6- F12PATLL 7- SIGNED AND SEALED BY Line Line Horiz Vert Horiz Vert VANESSA BANKS ON THE DATE Y 7 Y 3.9 0.1 2.5 -0.1 -0.1 0.1 0.0 -0.1 2.1 AND/OR TIME STAMP SHOWN USING A Y 6.3 0.0 2.6 0.0 1.5 DIGITAL SIGNATURE. Y 6 0.0 1.9 0.0 1.2 Y 5.5 0.0 1.9 0.0 2.1 Y 5 0.0 1.9 0.0 2.0 Y 4.07 0.0 2.0 0.0 1.8 PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC R,K, DAVIS CONSTRUCTION CORK E I FINAL ERECTION REV. DESCRIPTION DATE DTLR DATE CHKR APED PROJECT PURSUIT BOATS ANCHOR BOLT DETAILS & REACTIONS EXE FOR CONSTRUCTION ID 27456-2 DESIGN VLB I DRAFT1 XXX CHECK11 VB E I FOR APPROVAL PROJECT DATE 12/ 3/21 SHEET 4C F I ❑THER, EXPLAIN FORT PIERCE, FL ADDRESS FRAMES LINES: J H FRAME LINES: G F E 1 II 2.1 3.9 3.9 COLUMN LINE COLUMN LINE IV IV BUILDING BRACING REACTIONS f Reactions(k ) Panel -Shear Wall Col Wind Seismic- (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Se Note L-EW J (h) F-SW 3.9 e R-EW E h B-SW 1 F,G 15.5 15.0 1.0 1.0 e Bracing loads must be applied to supporting building h Rigid frame at endwall GENERAL NOTES (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2. FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE ME AL BUILDING MANUFACTURER. (3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. (4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult IV iV RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) J 1 4 0.750 8.000 12.00 0.500 0.0 J 2.1 4 0.750 8.000 8.000 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) H 1 4 0.750 8.000 12.00 0.500 0.0 H 2.1 4 0.750 8.000 8.000 0.625 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) G 1 4 0.750 8.000 12.00 0.500 0.0 G 2 4 0.750 8.000 8.250 0.500 0.0 G 3 4 0.750 8.000 8.250 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) F 1 4 0.750 8.000 12.00 0.625 0.0 F 2 4 0.750 8.000 8.000 0.625 0.0 F 3 4 0.750 8.000 8.000 0.625 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) E 1 4 0.750 8.000 12.00 0.500 0.0 E 2 4 0.750 8.000 8.000 0.625 0.0 E 3 4 0.750 8.000 8.000 0.625 0.0 DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _Ll/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wlnd_L2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." CoUat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind Wind_Ln# - Longitudinal wind load on the roof Seismic_L/Selsmlc_R = Lateral Seismic load from left/right E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones REVISIONS REV I DESCRIPTION RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead -----Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert J 1 0.0 1.4 0.1 2.0 0.1 2.4 0.5 12.0 0.0 1.3 -0.5 -11.3 J 2.1 0.0 3.2 0.0 5.9 0.0 7.1 0.0 19.3 0.0 20.3 0.0 -1 5.4 Frame Column -Wind_Right2- --Wind_Ton91- --Wind_Long2- F1 PAT_LL_1- F1PAT_LL_2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert J 1 0.0 0.6 -0.3 -7.1 0.3 7.1 0.1 2.8 0.0 -0.4 J 2.1 0.0 -16.5 0.0 -21.2 0.0 21.2 0.0 3.4 0.0 3.7 Frame Column ----- Dead -----Collateral- ----- Live ------Wind-Leftl- -Wind-Rightl- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert H 1 0.1 2.0 0.2 3.8 0.2 4.6 1.0 22.9 0.1 2.5 -0.9 -21.6 H 2.1 0.0 5.1 0.0 11.4 0.0 13.6 0.0 37.0 0.0 38.8 0.0 -29.4 Frame Column -Wind_Right2- --Wind_Tong1- --Wind_Long2- F2 PAT_LL_1- F2PAT_LL_2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert H 1 0.1 1.2 -0.5 -11.7 0.5 10.9 0.2 5.3 0.0 -0.8 H 2.1 0.0 -31.5 0.0 -35.1 0.0 32.7 0.0 6.5 0.0 7.1 Frame Column ----- Dead -----Collateral- ----- Live ------Wind-Leftl- -Wind-Rightl- --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert G 1 0.0 1.3 0.1 2.8 0.1 3.4 -1.5 1.8 3.5 3.5 -4.7 -1 0.6 G 2 0.0 2.8 0.0 6.5 0.0 7.8 0.0 4.2 0.0 8.7 0.0 -24.0 G 3 0.0 3.0 0.0 7.0 0.0 8.4 0.0 9.2 0.0 9.8 0.0 -4.2 Frame Column -Wind-Rightl- --Wind_Long1- --Wind-Long2- F3PAT_ ILL 1- F3PAT-LL-2- F3PAT-LL-3- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert G 1 0.7 -1.2 4.2 -9.3 4.2 -9.3 0.1 3.2 0.0 -0.3 0.2 3.8 G 2 0.0 -3.5 0.0 -21.0 0.0 -21.0 0.0 8.5 0.0 3.4 0.0 3.6 G 3 0.0 -20.3 0.0 -22.7 0.0 -22.7 0.0 3.5 0.0 8.9 0.0 4.3 Frame Column F3PAT_LL_4- Line Line Horiz Vert G 1 0.0 -0.4 G 2 0.0 4.2 G 3 0.0 4.1 Frame Column ----- Dead -----Collateral- ----- Live ------Wind-Leftl- -Wind-Rightl- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert F 1 0.0 1.3 0.1 2.7 0.1 3.3 -4.6 -13.6 7.1 -8.8 -9.8 -8.1 F 2 0.0 2.7 0.0 6.3 0.0 7.6 0.0 -31.8 0.0 -19.5 0.0 -19.9 F 3 0.0 2.9 0.0 6.8 0.0 8.2 0.0 -34.2 0.0 -21.1 0.0 -21.4 Frame Column -Wind_Right2- --Wind_Tong1- --Wind_Long2- F4PAT_LL_1- F4PAT_LL_2- F4PAT_LL_3- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert F 1 2.0 -3.4 9.0 -14.3 9.2 -9.0 O.1 3.1 0.0 -0.3 0.2 3.7 F 2 0.0 -7.6 0.0 -31.7 0.0 -19.4 0.0 8.3 0.0 3.3 0.0 3.5 F 3 0.0 -8.2 0.0 -34.3 0.0 -21.1 0.0 3.4 0.0 8.7 0.0 4.2 Frame Column F4PAT_LL4- Line Line Horiz Vert F 1 0.0 -0.4 F 2 0.0 4.1 F 3 0.0 4.0 Frame Column ----- Dead -----Collateral- ----- Live ------Wind-Leftl- -Wind-Rightl- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert E 1 0.0 1.6 0.0 2.7 0.0 4.2 -2.8 -17.5 4.0 -10.8 -5.2 -11.9 E 2 0.0 3.4 0.0 6.6 0.0 10.4 0.0 -43.4 0.0 -24.7 0.0 -30.6 E 3 0.0 3.6 0.0 7.0 0.0 10.9 0.0 -46.1 0.0 -26.3 0.0 -32.5 Frame Column -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic-Left Seismic -Right F5PAT_LL_1- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert E 1 1.5 -5.1 4.4 -18.4 4.4 -10.8 0.0 0.0 0.0 0.0 0.1 1.5 E 2 0.0 -11.9 0.0 -43.1 0.0 -24.7 0.0 0.0 0.0 0.1 0.0 3.9 E 3 0.0 -12.7 0.0 -45.8 0.0 -26.1 0.0 -0.1 0.0 0.0 0.0 1.6 Frame Column F5PAT_LL2- F5PAT_LL-3- F5PAT-LL-4- Line Line Horiz Vert Horiz Vert Horiz Vert E 1 0.0 -0.1 0.1 1.7 0.0 -0.2 E 2 0.0 1.6 0.0 1.6 0.0 1.9 E 3 0.0 4.1 0.0 2.0 0.0 1.9 E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-3 PROJECT FORT PIERCE, FL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 5 FRAME LINES: Y X W V U T 9 � COLUMN LINE IV iV iv RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base_Plote (in) Grout Line Line Qty Dia Width Length Thick (in) Y. 1 4 0.750 8.000 12.00 0.500 0.0 Y* 2 4 0.750 10.00 10.25 0.500 0.0 Y* 3 4 0.750 10.00 10.25 0.500 0.0 Y* Frame lines: Y T RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Ana -Bolt Base -Plate (in)) Grout Line Line Qty Din Width Length Thick (in) X. 1 4 0.750 8.000 12.00 0.500 0.0 X* 2 4 0.750 10.00 10.25 0.500 0.0 X* 3 4 0.750 10.00 10.25 0.625 0.0 X* Frame lines: X W V U BUILDING BRACING REACTIONS f Reactions(k ) Panel -Shear -Wall - Col -Wind - -Seismic- (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Seis Note L_EW Y jhj F_SW 3.9 e R_EW T h B_SW 1 W,V 3.8 7.1 0.6 1.2 b (b)Wind bent in bay, base above finish floor e Bracing loads must be applied to supporting building h Rigid frame at endwall CRANE BRACING REACTIONS LReoctions(k ) Wall Col --Crone-- Lac Line Line Harz Vert INT 2 W ,V 2.1 1.6 3 W ,V 2.1 1.6 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead --- --Collateral- ----- Live ------Wind-Leftl- -Wind-Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y. 1 0.0 1.1 0.1 1.5 0.1 1.8 -0.4 -9.2 -0.2 -5.2 Y* 2 0.0 2.3 0.0 3.4 0.0 4.1 0.0 -21.1 0.0 -12.1 Y* 3 0.0 2.4 0.0 3.7 0.0 4.4 0.0 -22.8 0.0 -13.0 Frame Column -Wind-Right2- --Wind-Long1- --Wind-Long2- -F1 CRNAM-1- -FI CRNAM-2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y* 1 -0.1 -2.5 -0.4 -9.2 -0.2 -5.2 0.0 0.0 0.0 0.0 Y* 2 0.0 -5.7 0.0 -21.1 0.0 -12.1 0.7 19.0 1.2 18.8 Y* 3 0.0 -6.1 0.0 -22.8 0.0 -13.0 -0.4 2.6 0.2 2.5 Frame Column -FlCRNAM 4- -F1CRNA2 5- -F1 CRNA2 6- -F1CRNA2 7- -F1CRNA2 8- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Y* 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Y* 2 0.4 2.5 1.3 29.8 1.8 29.6 -0.1 3.7 0.4 3.5 Y* 3 -0.6 18.8 -0.5 3.6 0.1 3.5 -1.8 29.6 -1.2 29.5 Frame Column F1 PAT_LL_2- F1 PAT_LL_3- F1 PAT-LIT-4- Line Line Horiz Vert Horiz Vert Horiz Vert Y* 1 0.0 -0.2 0.1 2.0 0.0 -0.2 Y* 2 0.0 1.8 0.0 1.9 0.0 2.2 Y* 3 0.0 4.7 0.0 2.2 0.0 2.2 Frame Column ----- Dead --- --Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert X* 1 0.0 1.5 0.1 2.8 0.1 3.4 -0.5 -12.8 -0.3 -8.1 X. 2 0.0 3.2 0.0 6.5 0.0 7.8 0.0 -29.5 0.0 -18.6 X. 3 0.0 3.5 0.0 7.0 0.0 8.4 0.0 -31.8 0.0 -20.1 Frame Column -Wind-Right2- --Wind-Long1- --Wind-Long2- -F2CRNAM-1- -F2CRNAM-2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert X. 1 -0.1 -2.8 -0.5 -12.8 -0.3 -8.1 0.0 0.0 0.0 0.0 X* 2 0.0 -6.4 0.0 -29.5 0.0 -18.6 0.8 20.2 1.3 20.0 X* 3 0.0 -6.9 0.0 -31.8 0.0 -20.1 -0.5 3.7 0.1 3.6 Frame Column -F2CRNAM_4- -F2CRNA2_5- -F2CRNA2_6- -F2CRNA2_7- -F2CRNA2_8- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert X* 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 X* 2 0.4 3.6 1.7 37.4 2.2 37.2 0.0 5.3 0.5 5.2 X* 3 -0.7 20.0 -0.6 5.3 0.0 5.2 -2.2 37.2 -1.5 37.2 Frame Column F2PAT_LL2- F2PAT_LL_3- F2PAT_LL4- Line Line Horiz Vert Horiz Vert Horiz Vert X* 1 0.0 -0.3 0.2 3.8 0.0 -0.4 X* 2 0.0 3.4 0.0 3.6 0.0 4.2 X* 3 0.0 9.0 0.0 4.3 0.0 4.1 Y* Frame lines: Y T X* Frame lines: X W V U DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _Ll/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wlnd_L2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." CoUat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind Wind_Ln# - Longitudinal wind load on the roof Seismic_L/Selsmlc_R = Lateral Seismic load from left/right E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones REVISIONS REV I DESCRIPTION --Wind-Left2- Horiz Vert -0.3 -6.4 0.0 -14.7 0.0 -15.9 -FlCRNAM-3- Horiz Vert 0.0 0.0 -0.1 2.7 -1.2 18.9 F1 PAT-LIT-1 - Horiz Vert 0.1 1.7 0.0 4.5 0.0 1.8 --Wind_Left2- Horiz Vert -0.3 -7.5 0.0 -17.3 0.0 -18.7 -F2CRNAM-3- Horiz Vert 0.0 0.0 -0.1 3.8 -1.3 20.1 F2PAT_LL1 - Horiz Vert 0.1 3.2 0.0 8.5 0.0 3.5 GENERAL NOTES (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. IT ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. (4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-4 PROJECT FORT PIERCE, FL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 6 FRAME LINES: 0 N M L 3.1 3.9 COLUMN LINE RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 0 3.1 4 0.750 8.000 10.25 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) N 3.1 4 0.750 8.000 10.25 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base_Plote (in) Grout Line Line Qty Dia Width Length Thick (in) M 3.1 4 0.750 8.000 10.25 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) L 3.1 4 0.750 8.000 10.25 0.500 0.0 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead --- --Collateral- ----- Live ------Wind_Leftl- -Wind_Rightl- --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 0 3.1 0.0 0.9 0.0 1.8 0.1 3.4 -1.6 -8.7 2.3 -5.4 -3.2 -5.5 N 3.1 0.0 1.1 0.1 2.7 0.1 3.7 -2.1 -11.0 3.9 -7.2 -5.1 -6.3 M 3.1 0.0 1.1 0.1 2.7 0.1 3.7 -0.2 -11.1 -C.1 -7.0 -0.1 -6.5 L 3.1 0.0 0.8 0.0 1.8 0.1 3.4 -0.2 -8.7 -C.1 -5.3 -0.1 -5.7 Frame Column -Wind-Right2- --Wind-Longl- --Wind-Long2- Line Line Horiz Vert Horiz Vert Horiz Vert 0 3.1 0.7 -2.2 2.8 -8.9 2.8 -5.4 N 3.1 0.9 -2.5 5.1 -11.3 5.2 -7.3 M 3.1 0.0 -2.4 -0.2 -11.0 -0.1 -7.1 L 3.1 0.0 -2.2 -0.2 -8.7 -0.1 -5.3 GENERAL NOTES (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. (3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. (4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind _L1/Wlnd_R1 = Lateral wind load from the left/right with a negative internal pressure coefficient Wind _L2/Wlnd_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient Wind_Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wind_Ln2 - Longitudinal wind load with a positive Internal pressure coefficient. Seismic_L/Selsmlc_R = Lateral Seismic load from left/right LWIND#-L#E/ LWIND#-R#E = Longitudinal wind loads for edge zones F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # - Pattern live load for continuous beam systems "Note: Bracing reactions are not already Included In combination with any other load but must be added to basic reactions as desired by the foundation designer." CoUat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind-R - Lateral wind load from the left/right. Brace Wind -IT/ Brace Wind-R = Lateral wind load from the left/right with the bracing loads added Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longltudlnal wind Wind_Ln# - Longitudinal wind load on the roof Seismic_L/Selsmlc_R = Lateral Seismic load from left/right E#UNB-SL-L/ E#UNB-SL-R - Unbalanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems LWIND#_L/LWIND#-R = Longitudinal wind loads for edge zones REVISIONS REV I DESCRIPTION SOLDIER COLUMN: BASIC COLUMN REACTIONS (k ) Wind Wind Wind Frm Col Dead Press Suct Longl Line Line Vert Harz Harz Harz M.6 3. 0.3 1.7 -1.9 -1.2 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Ana. -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) SOLDIER COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) M.6 3.1 4 0.625 6.000 11.00 0.500 0.0 BUILDING BRACING REACTIONS t Reactions(k ) Panel -Shear -Wall - Col -Wind - -Seismic- (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Seis Note L_EW 0 h F_SW 3.9 e R_EW L h B-SW 3.1 Torsional Bracing Used e Bracing loads must be applied to supporting building h Rigid frame at endwall E I FINAL ERECTION EXE FOR CONSTRUCTION E I FOR APPROVAL E I ❑THER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT PURSUIT BOATS ID 27456-5 PROJECT FORT PIERCE, FL ADDRESS VANESSA L. BANKS P.E. STATE OF FLORIDA, PROFESSIONAL ENGINEER LICENSE NO. 83970 500 VULCAN PARKWAY ADEL, GA 31620 THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY VANESSA BANKS ON THE DATE AND/OR TIME STAMP SHOWN USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPY. ORIGINAL SIGNATURE REQUIRED R K DAVIS CONSTRUCTION CORK ANCHOR BOLT DETAILS & REACTIONS DESIGN VLB I DRAFT1 XXX I CHECK1 VB DATE1 12/ 3/21 1 SHEET 7