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HomeMy WebLinkAboutProject Building Loads 9-27-21GENERAL NOTES: 1. MATERIALS ASTM DESCRIPTION STRUCTURAL STEEL PLATE AS529 / A572 / A1011 HOT ROLLED MILLS SHAPES A36 / A529 / A572 / A500 HSS ROUND A500 HSS RECTANGULAR A500 COLD FORM SHAPES A653 / A1011 ROOF AND WALL SHEETING A653 / A792 BOLTS A307 / A325 / A490 CABLE A475 RODS A529ifA572 2. STRUCTURAL PRIMER NOTE: SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR A SHORT PERIOD OF TIME. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. 3. BUILDING ERECTION NOTES: THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS, AND EITHER MBMA OR GSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARY SUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING, OR OTHER ELEMENTS FOR ERECTION ARE TO BE DETERMINED, FURNISHED, AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TO LOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING (GIRTS, PURLINS, AND/OR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM OR TO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST/ SAFETY TIE OFF. 4. SPECIAL INSPECTION: SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITY DURING CONSTRUCTION AND/OR STEEL FABRICATION (COLLECTIVELY, 'INSPECTIONS-) ARE NOT THE RESPONSIBILITY OF NBG, AND TO THE EXTENT REQUIRED IT SHALL BE THE RESPONSIBILITY OF THE BUILDER AND/OR OWNER. IN THE EVENT INSPECTIONS ARE REQUIRED, THE BUILDER AND/OR OWNER SHALL EMPLOY I THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY. IF SUCH REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN NBG SALES DOCUMENTS, NO INSPECTIONS BY NBG OR AT ANY NBG FACILITY SHALL BE MADE. ALL NBG FACILITIES ARE ACCREDITED BY [AS AC472. 5. A325 & A490 BOLT TIGHTENING REQUIREMENTS: IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES SEE THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA, SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.;'SNUG-TIGHT' OR'FULLY-PRETENSIONED"), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT REQUIREMENTS: A ALL A490 BOLTS SHALL BE'FULLY-PRETENSIONED'. B ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE'SNUG TIGHT', EXCEPT AS FOLLOWS: 'FULLY -PRETENSION' A325 BOLTS IF: a) BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS. b BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT OR STRESS -REVERSALS ON THE CONNECTIONS. THE ENGINEER -OF -RECORD FOR THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDMON. c)-THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC -BASED CODES,'HIGH SEISMIC AREA' IS DEFINED AS'SEISMIC DESIGN CATEGORY- OF-D','E-, OR'F'. SEE THE 'BUILDING LOADS - SECTION OF THIS PAGE FOR THE DEFINED SEISMIC DESIGN CATEGORY FOR THIS PROJECT. d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS 'A325-SC- OR -SLIP-CRITICAL (SC) - CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. C) IN CANADA, ALL A325 AND A490 BOLTS SHALL BE 'FULLY PRE -TENSIONED', EXCEPT FOR SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES. SECONDARY MEMBER (PURLIN, GIRT, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS MAY ALWAYS BE -SNUG-TIGHT', UNLESS INDICATED OTHERWISE IN THESE DRAWINGS. 6. GENERAL DESIGN NOTES: 1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISC 360 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS' OR THE CAN/CSA S116'LIMIT STATES DESIGN OF STEEL STRUCTURES-, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS D1.1 "STRUCTURAL WELDING CODE -STEEL' OR CAN/CSA W59'WELDED STEEL CONSTRUCTION (METAL ARC WELDINGp,AS REQUIRED BY THE SPECIFIED BUILDING CODE. 3) ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSUAISI 100 OR THE CAN/CSA S136'SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS-, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL' OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)-, AS REQUIRED BY THE SPECIFIED BUILDING CODE. 5) THIS MANUFACTURING FACILITY IS IAS AC-472 ACCREDITED AND CAN/CSA A660 AND W47.1 CERTIFIED (IF APPLICABLE) FOR THE DESIGN AND MANUFACTURING OF METAL BUILDING SYSTEMS. 6) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMS ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1926.758 OF OSHA SAFETY STANDARDS FOR STEEL ERECTION DATED JANUARY 18, 2001. THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER'S SEAL PERTAINS ONLY TO THE REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. GLOSSARY OF ABBREVIATIONS: A.B. = ANCHOR RODS M.B. = MACHINE BOLTS PL = PLATE B.U. = BUILT-UP MAX = MAXIMUM REQ'D = REQUIRED BS = BOTH SIDES MBS = METAL BUILDING SUPPLIER REV. = REVISION DIA = DIAMETER MIN = MINIMUM SIM = SIMILAR F.S. = FAR SIDE N.S. = NEAR SIDE SL = STEEL LINE FLG = FLANGE N/A = NOT APPLICABLE SLV = SHORT LEG VERTICAL GA. = GAUGE NIC = NOT IN CONTRACT TBD = TO BE DETERMINED H.S.B. = HIGH STRENGTH BOLTS O.A.L. = OVERALL LENGTH TYP = TYPICAL HT. = HEIGHT O.C. = ON CENTER U.N.O. = UNLESS NOTED OTHERWISE LLV = LONG LEG VERTICAL 77 = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS KIRBY BUILDING SYSTEMS 124 KIRBY DRIVE PORTLAND, TN 37148 PHONE: 615-325-4165 PROJECT BUILDING LOADS 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, IF ERECTED AS INDICATED. KIRBY'S CUSTOMER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. NOTE THAT KIRBY S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN ACCORDANCE WITH THE FOLLOWING. DESIGN CODE: FLORIDA (FBC 2020) ROOF LIVE LOAD: 20.0 psf *** RISK CATEGORY: REDUCIBLE PER CODE II - STANDARD BUILDINGS GROUND SNOW LOAD: 0.0 psf SNOW EXP. FACTOR, Ce: 0.90 SNOW IMPORTANCE FACTOR, Is: 0.00 ULTIMATE DESIGN WIND SPEED: 160 mph (Vult) NOMINAL DESIGN WIND SPEED: 124 mph (Vasd) WIND EXPOSURE: C DESIGN SUCTION I PRESSURE FOR WALL COMPONENTS AND CLADDING NOT DESIGNED OR PROVIDED BY KBS: + 53 PSF / - 71 PSF UL-90: NO SEISMIC INFORMATION: Ss: 0.490 St: 0.029 DESIGN (Sds / Shc) : OA60/0.046 SITE CLASS: D SEISMIC IMP. FACTOR, le: 1.00 SEISMIC DESIGN CATEGORY: C ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE BASIC SFRS: NOT DETAILED FOR SEISMIC STATE: FL COUNTY: ST. LUCIE *** FOR RISK 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. NOTES: 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) 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. 3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL TO 0.125' THICK OR TABLE1.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125' THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSL 4) 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. I BUILDING SPECIFIC LOADING INFORMATION I * DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS, NOT INCLUDING PRIMARY FRAMING, AS SUPPLIED BY THE MANUFACTURER ** Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT -SPECIFIED ROOF SNOW LOAD, WHICHEVER IS GREATER. THIS VALUE, Pm, IS ONLY APPLIED IN COMBINATION WITH DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. ROOF DEAD COLLATERAL DEAD SNOW COEFFICIENT SNOWLOAD WIND SEISMIC BLDG. (psf)* Pd (psf) Sec (pst) Ct I Cs jPs(psf)I**Pm(ps0I Endosure I GCpi I R I Cs I V (kips) A 2.5 1 3.0 1 3.0 1 1.2 1 - 1 0.00 1 - I Enclosed 1+/-0.181 3.00 1 0.010 1 0.60 CONTENTS SHEET NUMBER DESCRIPTION C1 COVER SHEET(S) AB1 ANCHOR ROD PLAN El-E4 ERECTION DRAWINGS 2- 1) 1- 06C Z FILE C �G RWAkD FOIE /� �lC F ING: GP - RAY PRIMER. ;�'PL ^I��RIMER V,r LUA PU TY DOCC IMER TYPE: 26 Ga. KIRBY RIB (KR2) FL4838.1 COLOR: GALVALUME PLUS PLUS (GM) WALL PANELS TYPE: 26 Ga. KIRBY RIB (KR2) FL4837.1 COLOR: SLATE GRAY, PVDF (SG) SOFFIT PANELS TYPE: 26 Ga. KIRBY RIB (KR2) FL4837.1 COLOR: SLATE GRAY, PVDF (SG) TRIM COLORS ROOF LINE TRIM: CHARCOAL, PVDF (CH) DOWNSPOUTS: SLATE GRAY, PVDF (SG) WALL CORNER TRIM: SLATE GRAY, PVDF (SG) BASE TRIM: SLATE GRAY, PVDF (SG) FRAMED OPENING TRIM: SLATE GRAY, PVDF (SG) NOTE: ANY VARIANCE FROM THE PANEL TYPES OR COLORS LISTED HERE WILL BE NOTED ON THE ELEVATION DRAWINGS. HOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑APPROVED AS NOTED ❑ REVISED AND RESUBMIT OREJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 10/18/21 By. Date: Architectonic Inc. Ft. Pierce, FL 34950 IE I O 3/4" DIA. ANCHOR ROD ELEVATION = 100'-0" —J Z W 0 © 0 1i 139'-0' OUT -TO -OUT OF STEEL 23'-6' 23'-0` 23'-0' 23'-0' 23'-0' 23 6' 11' 6' 10'-0' iv 3'-0' 10'-0' 10'-0' 0 11'-0' 10'-0' N iN 10'-0' 11'-0` 11'-0' 10'-0" N 0 N 10'-0' 11' 6' OPEN OPEN OPEN OPEN OPEN OPEN J w O WIND BENT O O �« O O O AT O O AL LF'CA ED O OPENINGS X x x IMO N W 2 OIM W a �>U a � F Z D 2 z o B �O O.« B OA O WIND BENT Ny 13'-O"l T-4" IT-O"I 6'-0" 6'-10' �T-O"l 6'-2' �T-O"� 4'-0" 4'-0' 13'-WI T-0' 13'-O"� 6'-0" 6'-0' 13'-WI T-0' �T-O'j N 4'-0' 4'-0' IT-O"I T-0" �T-W� 6'-0' 6'-0' IT-O" T-4' 3'-0` 4'-2' OPE OPE OPE OPE OPE OPE OPE OPE OPE OP OPE OPE 23'-6' 23'-0' 23'-0" 2X-D" 23'-0' 23'-6" U Q ANCHOR ROD PLAN NOTE: ALL BASE PLATES @ 109-V (U.N.) FINISHED FLOOR @ 100'-W ANCHOR ROD PLAN GENERAL NOTES: ANT. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION ENGINEER ANS. DRAWINGS ARE NOTTO SCALE. SEE DETAILS FOR COLUMN ORIENTATION, AN7. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN, THE FOUNDATION DESIGN IS THE AN6. THE ANCHOR ROD PLAN INDICATES WHERE THEANCHOR RODS ARE TO BE PLACED, AS WELL AS THE FOOTPRINT OF THE METAL RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER FAMILIAR WITH LOCAL SITE CONDITIONS. BUILDING. R IS ESSENTIAL THATTHESE ANCHOR ROD PATTERNS BE FOLLOWED. IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL AN3. ANCHOR RODS, NUTS, FLAT WASHERS FORANCHOR RODS, EXPANSION BOLTS, AND CONCRETE I MASONRY EMBEDMENT PLATES ARE FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY. BEFORE CONCRETE IS PLACED. NOT BY METAL BUIWING MANUFACTURER AN7. SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE'TOES' TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. AN4. THE ANCHOR ROD LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN ANIL ALL DIMENSIONS ARE OOTTO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRED, THEN THE REQUIRED DIMENSION SHOULD BE R IT MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTUREIS THE RESPONSIBILITY OFTHE FOUNDATION ENGINEER TO ADDED TO OBTAIN THE OUT TO OUT OF CONCRETE DIMENSIONS. MAKE SURE THAT SUFFICIENT EDGE DISTANCE B PROVIDED FOR ALL ANCHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN. AN9. FINISHED FLOOR ELEVATION = IW-V, AND BOTTOM OF BASE PLATE= IW-W, UNLESS NOTED OTHERWISE U 0 y6HOP DRAWING/ SUBMITTAL REVIEW /� APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 10/18/21 By: Date: Architectonic Inc. Ft. Pierce, FL 34950 DESIGN ENGINEER: DATE: 3/4" DIA. ANCHOR ROD ELEVATION = 100'-0" t N l+J i+J (V + + [V on I inn I � 3/4" DIA. ANCHOR ROD ELEVATION = 100'-0" UM 101 (2) 1/2.0 ANCHOR RODS (FIELD DRILL FOUNDATION, MASONRY, ETC. AS REQ'D) ELEVATION = 100'-0" OPENING WALL ' + 2" aD 4" + 2" APPROX. 1 1/4" BOTTOM OF "P BASE PLATE ANCHOR ROD SHAPE QTY AND EMBEDMENT 72 D LENGTH'D' IS TO BE DETERMINED BY THE FOUNDATION ENGINEER. ANCHOR RODS IN 0) It 0) CV) ZID_ 2, fflOZ- n W .�.my FLANGE BRACES: (1) One Side; (2) Two Sides 0 4 A - L2625105 3 28'A 3116" 1'-4" V-4" 28'-1 3/16" L a 1'-11 3116" g 2'-10" 8 2'-10" 1'-11316" 2 2'-61/8" �1" 2-2" 2 2" 1^z 12 12 N O N C9 U W FC FBC32AB)3 1) FBC32A(1) 32A(1) Z FBC42A(1) FBC32A 1) — — — —�aD,�O_ — — FBC32A(1) FBC38�AL1 Q Z Z Z 0 w O O U RF1-101 �' 2 W LL W RF1-10 U fO y E8-102 '4 w N N ± If Cl) w O z 0 3� ri o (9 M 0 �U Z J o vDl lip o Y LL W Z m a W v U W 0 LL Q ofco q a 4 0 0> WwUN� `° o r o < m wo O� aw + Of �+ av ��Np�wUa �W mQ pLLC m zCv 0°LL30�� inJ �W I p� oYoF-LL�Q'rcL<=W inUcn a u o m W N Q co m (O CD Q' W D_' BBE BP-1 = ¢o U Z Z O W F 56'-0" OUT -TO -OUT OF STEEL 5'-0" g wW co A E Ja w RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5 6 z� HOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, _ FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 10/18/21 By: Date: Architectonic Inc. Ft. Pierce, FL 3495D �a Z� c W �oy V m uG3 z a 139'-0" OUT -TO -OUT OF STEEL Z N 2 3 4 5 6 U (7 :D 23'-6" 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" m �r j O 1' 0" 1' 0" of O O W LL- U ~ A E-104 R 1- RF1-8)((103 R 1- RF1-ff)003 RF -1 2 � 0 z EC-�10 -100 \ P-104 ' _ P-107 G1< A t�i U Z w Q -103 P-106 P-106fpT '4 C) Z L) P �•1i P-106 PA 06 �•/ 6 U' O o �� \ 2 Z W U q 0 ER-100 o Y W —I ro B N EC-101 C-106 B a LJ U W 0 of � H 0 �o � LLI Z Oo�w P -110T P-04P P-104 T -101 - P N =00 °N 0 N �Ja i O Cl) U CD 1� OyLLof 2WN a O rn •��_�TO3 Q 4 D EC- ER-101 tL C-10520 D ¢ co N D- iq P_ P-106 P-106 '4 cD Q- / -109 �7 P-106 P-106 O 10 in iz M E EC-103 - - C-104 E = I!] E-100 a s F1-1B3101 4 3 F1-1B2101 a s F1-1B3101 a s F1-1B3101 a s F1E1080 a '� z PPS P-112 P-112 P-112 P-112 P-111 z 3 in �-ffmlo1 C I E-105 I E-106 4B-102 I E-106 I E-106 I E-106 I E-10 I 7 o z EB-102 EB-102 EB-102 EB-102 xs 64382104 PURLIN z•D-+ a•+ ��.+ a+ z-0+ z LAP z•-0• �• �,�. �.�. z.-0" . �F ROOF FRAMING PLAN < a ILL! J W 2' z O 4HOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 1 0/1 8/„L I 1 By: Date: Architectonic Inc. FL Pierce, FL 34950 ty J L J. J L J_ J L 1 J L 1H J CHI EC-107 RF1-100 RF1-100 RF1-100 RF1-100 t 20CE8/R" i RF1-100 11' 6" 10'-w [CFjzqN 10'-0" 11'-d" 11'-0" 101-0" i JEJ 10'-0" 11'-0" 10'-0" 10'-0" 1 co IN1_10 GIRT 1'3'�_ 1'-3+ 1'3'+ 1'3•+ 1.3•+ LAPS 1'3' 1'-3' 1'-3• 1'-3' 1'-3• BACK SIDEWALL FRAMING: FRAME LINE A 2'-6" 4'-0" q 4'-0" 3'-9" 3'-9" EC-103 (V O GIRT LAPS RF1-103 L 20'-6 33//4" -'f RH-103 RF1-103 RF1-103 O O O O 6'-0" 6'-10" ih L I 6'-2" En v v 7 -0 c� 6-06 -0' 7'-0" m v v A 7 -0 m 13+ V-3• V-3• V3' 1'3' FRONT SIDEWALL FRAMING: FRAME LINE E C of H EC-100 RFI1-103 I I EC-104 131+_ r3• HOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 1 0/1 8/„ 1 By Date: a L Architectonic Inc. Ft. Pierce, FL 34950 56'-0" OUT -TO -OUT OF STEEL c 0 I b'-e" L 25'-0" 15'-6" MAR01 s MAR01 �B`20D50FgC32 FBG z C32 FBC32EFBC32FBC3FBC32 ER-101 2 — �— —T _ FBC$2 FBC32 E6r01 G-100 G-100 n .� FA I— — — — — — — — — I — — — — — — — — — — — — — — — — — — I — — EC-100 EC-101 EC-102 GIRT 3-6• I 3'-6• LAPS 3'-63'-6• LEFT ENDWALL FRAMING: FRAME LINE 1 CF1070 I� G-102 T1 cJ 2 EC-103 E 5'-0" 56'-0" OUT -TO -OUT OF STEEL D B 121" 15'-6" 25'-0• 15'-6" MAR01 s Beooso FBC32 FBC z C32 FBC32 MAR01 ER FgC32 _ _ FBC32 ER-100 Eg-103 FBC32 — �— FBC22 I FBG32 T F G-100 G-101 \ FhC30 FgC30 G-100 G-101 F 31330 G-101 F C30 G-100 rl cF�mo ccmm h I ,� G-100 G-101 0 / oolo MAR02------------------ ____ I I EC-104 EC-105 EC-106 GIRT 3'-6• i 3'-6- LAPS 3'-6• 13'-6• RIGHT ENDWALL FRAMING: FRAME LINE 7 G-102 I L I \/ jj� \O / � CF1010 I� G-102 T7 I of I EC-107 1"t�!" 12 COP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 1 O/1 °I21 By: Dale: Architectonic Inc. FL Pierce, FL 34950