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HomeMy WebLinkAboutVoid SetGENERAL NOTES DESIGN CRITERIA: APPLICABLE CODES, REGULATIONS & STANDARDS: 1. THE 2020 FLORIDA BUILDING CODE, 7TH EDITION SPECIFICALLY CHAPTER 16 STRUCTURAL DESIGN, CHAPTER 20 ALUMINUM 2. ASCE 7-16 & SEI7 3. AC1318 CONCRETE REFRENCE MANUAL. 4. AA ASM 35 & AA ADM 1 5. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS. WIND LOADS: 1. FBC TABLE 1604.5, RISK CATEGORY = 1 2. FBC SEC 1609.4, EXPOSURE CATEGORY = C 3. FBC SEC 1609.3, ULTIMATE DESIGN WIND SPEED = 150 MPH DESIGN NOTES: ALLOWABLE DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 7TH EDITION (2020) & ASCE 7-16 USING ALLOWABLE STRESS DESIGN METHODOLOGY WITH THE CRITERIA AS OUTLINED HEREIN. THE CONTRACTOR SHALL CONTACT THE AUTHORITY HAVING JURISDICTION TO ENSURE APPROPRIATE CRITERIA TO BE USED BEFORE CONSTRUCTION BEGINS. THE SYSTEM HAS NOT BEEN DESIGNED TO WITHSTAND CONCETRATED LOADS FROM HUMAN ACTIVITY. DRAWING INDEX SHEET NO. DESCRIPTION G01 GENERAL NOTES S01 STRUCTURAL PLAN-1 S02 FOUNDATION PLAN-1 F01 STRUCTURAL PLAN-2 F02 FOUNDATION PLAN-2 D01 ROOF & PROJECTION BEAM DETAILS D02 POST & MAIN BEAM DETAILS GENERAL NOTES: 1. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF CRAIG E. GUNDERSON, P.E. ALTERATIONS, ADDITIONS OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. PHOTOCOPIES AND UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED. 2. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA BUILDING CODE SEVENTH EDITION (2020). STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 3. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 4. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING CONTRACTOR. 5. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN CRITERIA. THIS ADDITIONAL ROOF LOAD CRITERIA SHALL BE PROPERLY ANALYZED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT. 6. ALL FASTENERS TO BE #12 SAE GRADE 2 OR STAINLESS STEEL 304 UNLESS NOTED OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR ALUMINUM STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE -FEDERAL, STATE, AND/OR LOCAL CODES. 7. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPACED WITH 2xDIAMETER END DISTANCE AND 2.5xDIAMETER MIN. SPACING TO ADJACENT ANCHORS, UNLESS NOTED OTHERWISE. r;,d 8. ANCHORS SHALL BE INSTALLED"IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL FINISHES. 9. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY. 10. WOOD HOST STRUCTURE & ALL WOOD MEMBERS SHALL BE "SOUTHERN YELLOW PINE" G=0.55 OR GREATER DENSITY. 11. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 12. ALL ALUMINUM SHALL BE 6005-T5 ALLOY AND TEMPER UNLESS NOTED OTHERWISE. 13. ALL STEEL ANGLES SHALL BE ASTM A1011 OR A653 GRADE 50 (Fy=50 KSI, Fu=65 KSI) OR BETTER. 14. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 7 DAYS. 15. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, & CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 16. EXCEPT AS EXPRESSLY PROVIbED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 17. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE THIS CERTIFICATION. SYSTEM NOTES: PERGOLA SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATION ISSUED BY RENAISSANCE PATIO. REFER TO AFOREMENTIONED MANUFACTURER ISSUED ASSEMBLY MANUAL FOR ALL CONNECTION DETAILS THAT ARE NOT ILLUSTRATED HEREIN. RECEIVED JAN 19 Z022 St. Lucie County Permitting 0 tp A et)c& �4 E CC i \\�00� � ' 4� Co o U_ 6 � % O O Jl ui :W z `n FOR )UNTY ®C ,© 406 N N N 0 w 12'-0" 00 p 0 0 w � o cn PROJECTION BEgM D m m 0 m n m POST II II II II II II � II II h D I Z II00 O Oo i j m = m z II II D II II N �, ND �I N WO ii C m 0o n o POST ii ii C II m D m v II II � m II II � II II � O I I D D I II 00 - Z p o W o_ m _ II II I I 4 hl II II II II II II POST II 12'-0" 8'-0" r� � 14'-0" 13 0 N .P 0 m O 0 BEAM z PROJECTION m m K m cn w cn 00 0 _ m n 0 ) Z C7 0 o W m 0 � 00 m D Z C cn D � K W W cn II M m SZ0 O w N N m 12'-0" z oo Lnn a �`-' X v x X canon N 0 0 0 0 m_ 'a 9 0 0 LrI c. � _ rn = .� � = o � �� M o m"°� �nY _ �� CEN3F �cr% co x � v CONTRACTOR: ix.-INO. 60102 W0 ALL STARSUNROOMS FLORIDA ENGINEERING LLC m O O Z _ — N ? 4161 TAM IAM I TRAIL, UNIT 101 '. STATE OF : ��\ =o• m PRo�ecTAODRess: PORT CHARLOTTE, FLORIDA 33952 co m m o (941) 391-5980 �N / o BASELICE www.flengineeringlic.com N 17 CASTLE CT C E. Gunderson, P.E. #60102 O m FORT PIERCE, FL 34949 PROJECT NO. 2200444 • • CA CERT. #30782 DATE: 01/11/2022 POST D Om _ D N b POST D � z O m POST 5'-0" o° -o -0 6w o cn q) o qPlECTION BE M O o� n m N n n POST II II EIII D l z {' p D II II _ = m D D II II c n m N W II C 00 0 o POST o I II r" -0 n n N m O n u O I r— n I I ~' D z o m o II II II II POST Fl I I u u 8'-0" 13 0 N O m m O p JECTION B M m z cn co m D 0= D 00 v w oZ=0�<-') no b o o 0 Ov'60 S�W >--5'-0" —(n G m O X O —{ 000 O O - m cn 0 0 90 o � IT1 Off: to � � o CONTRACTOR: No.60102 0 ALL STAR SUNROOMS F20RIDA ENGINEERING. LLC m z z y STATE OF N m 4161 TAMIAMI TRAIL, UNIT 101Fc �, 1. PROJECT PORT CHARLOTTE, FLORIDA 33952 m m(941) 391-5980 N BASELICE www.flengineeringllc.com 0 (n a N 17 CASTLE CT rai E. Gunderson, P.E. #60102 O m FORT PIERCE, FL 34949 PROJECT NO. 2200444 N • • CA CERT. #30782 DATE: 01/11/2022 POST .p o_ z m D 0 POST D � z o D POST POST BASE ANCHOR TIE - DOWN SCHEDULES: ANCHOR TYPES: (6) 1/4" DIA ITW TAPCON, 1/4" DIA. SAE GRADE WASHER, 1.75" EMBEDMENT, ANCHOR TYPE #1 2 5" SPACING, 3" MIN. EDGE DISTANCE INTO 3KSI MIN. CONCRETE (6) 1/4" DIA BLUE TAP ANCHOR WITH 2.1" EMBEDMENT, INTO 3KSI MIN. ANCHOR TYPE #2 CONCRETE 2.5" SPACING, 3" MIN. EDGE DISTANCE 1 ANCHOR SCHEDULE F01 SCALE: N. T. S NEW 22"X22"X22" ISOLATED FO( 1" 2 CD N r1 STRUCTURE-1 NEW 28"X28"X28"ISOLATED FOOTER NEW 22"X22"X22"" ISOLATED FOOTER NEW 22"X22"X22" ISOLATED FOOTER 14'-0" ISOLATED FOOTER W-'�NEW 22"X22"X22" ISOLATED FOOTER 14'-0" FOUNDATION PLAN ® ® ® SCALE: NTS 511 COLUMN COLUMN (SEE PAGE-2 (SEE PAGE-2 3 o I_n 1 DO FOR SIZE) FOR SIZE) O N FOR SURFACE MOUNT POST: CONCRETE SEE PROVIDED OPTIONS CONCNCISOLATED ISOLATED FOOTING (4) #5 REBARS EA.TO WAY (8 CONCRETE 24 ® ® ® C NCR TE IS EMBED COL INTO CONCRETE 24" CONCRETE ISOLATED FOOTING (1) #5 REBAR THROUGH COL (4) #5 REBARS EA. WAY (8 TOTAL) FOOTING NOTES 1. PROVIDE 1-1/2' COVERAGE TOP, SIDES. BOTTOM AND I" BETWEEN ADJACENT REBAR LAPS. 3" 3" 1" Z PROVIDE MIN. 7COVERAGE OF REBAR FOR ALL CONCRETE IN CONTACT WITH THE EARTH. 2 4 2 4 2 _ 00 N - W 3. FOOTNG CONCRETE SHALL BE MIN. 3000 PSI AT 2B DAYS 04 4. FIOOTNG REINFORCEMENT SHALL BE MIN. GRADE 40 • 5. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE TO CITY / CO. REQUIREMENTS :� • 6. PROVIDE 2500 PSF BEARING (TYPICAL) UNDER FOUNDATION 2 ANCHORS TO BASE PLATE 28" �.- " F01 SCALE: N. T. S ISOLATED FOOTING -COL ISOLATED FOOTING -COL OPTION #1 SURFACE MOUNT OPTION #2 COLUMN EMBEDDMENT SCALE: N.T.S. SCALE: N.T.S. UPLIFT CALCULATIONS BASIC WIND SPEED = 150 MPH, EXPOSURE CATEGORY = C DESIGN WIND PRESSURES (ASCE 7-16, SEC 30.11) POSITIVE = 32.00 PSF, NEGATIVE = -54.58 PSF ASD LOAD COMBINATIONS (ASCE 7-16, SEC 2.4.1) POSITIVE MAXIMUM = 34.40 PSF, NEGATIVE MAXIMUM=-29.75 PSF FACTORED UPLIFT= 728.88 LBF CONCRETE SLAB THICKNESS = 0.00 IN, RUPTURE LENGTH = 0.00 FT, LENGTH = 0.00 FT, WEIGHT= 0.00 LBF CONCRETE RIBBON FOOTER WIDTH = 0.00 IN, THICKNESS = 0.00 IN, LENGTH = 0.00 FT, WEIGHT = 0.00 LBF CONCRETE ISOLATED FOOTER WIDTH = 28.00 IN, THICKNESS = 28.00 IN, LENGTH = 28.00 IN, WEIGHT = 1905.56 LBF ASD REDUCTION FACTOR =0.6 FACTORED RESISTING WEIGHT= 1143.33 LBF WEIGHT -TO -UPLIFT RATIO = 1.57 > 1.00 HENCE OK COLUMN (SEE PAGE-2 FOR SIZE) FOR SURFACE MOUNT POST SEE PROVIDED OPTIONS 22'%22%22' CONCRETE ISOLATED FOOTING (31 #5 REBARS EA. WAY (6 TOTAL) r N o om Q; 4(/ o LL 6 ''L a z � o ui \X`\\\\ U U 04 J O Lo I- co ZZ o 0 U O U _ W -J 0 00 W LL L? _ LLi T- a) � V ~ co z Q � FILE COP d• N Q COLUMN �(FOR SSEE ZEE2 2Z' X 27 %22' CONCRETE ISOLATED FOOTING (3) #5 REBARS EA WAY 16 TOTAL) EMBED COL INTO CONCRETE 12' O 1 O ^^ _ "t L.L (1) #5 REBAR THROUGH COL f 22 � f 22 `l ISOLATED FOOTING -COL ISOLATED FOOTING -COL OPTION #1 SURFACE MOUNT OPTION #2 COLUMN EMBEDMENT SCALE: N.T.S. SCALE: N.T.S. O (14 N R UPLIFT CALCULATIONS -EVIEWE®F BASIC WIND SPEED = 150 MPH, EXPOSURE CATEGORY = C : COMPLIANCE 0') DESIGN WIND PRESSURES (ASCE 7-16, SEC 30.11) COUNTY BOM POSITIVE = 32.00 PSF, NEGATIVE _ -54.58 PSF . ASS LOAD COMBINATIONS (ASCE 7SEC 2.4.1) LUCIE �!C A ` ' !�/�� � M NEGATIVE MAXIMUM=-29.75 PSF POSITIVE MAXIMUM = 34.40 PSF, NE /�/j ( ` O ly- J W FACTORED UPLIFT=416.51 LBF , D Q ? U LL C.i CONCRETE SLAB THICKNESS = 0.00 IN, RUPTURE LENGTH = 0.00 FT, LENGTH = 0.00 FT, WEIGHT= 0.00 LBF w U J _W CONCRETE RIBBON FOOTER Q J a WIDTH = 0.00 IN, THICKNESS = 0.00 IN, LENGTH = 0.00 FT, WEIGHT= 0.00 LBF O (n 0 W Q (-- CONCRETE ISOLATED FOOTER U .J Fa- w U W WIDTH=22.00IN, THICKNESS= 22.00 IN, LENGTH=22.00IN, WEIGHT= 924.31 LBF Q ' m 1--0 ASD REDUCTION FACTOR =0.6 Ov a FACTORED RESISTING WEIGHT = 554.58 LBF DESIGN DATE: 01/06/2022 WEIGHT -TO -UPLIFT RATIO = 1.33 > 1.00 HENCE OK REVISION 1: 01/06/2022 PAGE REVISION 2: 01/06/2022 F01 SCALE: NTS POST BASE ANCHOR TIE - DOWN SCHEDULES: ANCHOR TYPES: (6) 1/4" DIA ITW TAPCON, 1/4" DIA. SAE ANCHOR TYPE #1 GRADE WASHER, 1.75" EMBEDMENT, 2.5" SPACING, 3" MIN. EDGE DISTANCE INTO 3KSI MIN. CONCRETE (6) 1/4" DIA BLUE TAP ANCHOR WITH 2.1" ANCHOR TYPE #2 EMBEDMENT, INTO 3KSI MIN. CONCRETE 2.5" SPACING, 3" MIN. EDGE DISTANCE 1 ANCHOR SCHEDULE 1 F01 SCALE: N. T. S 2 STRUCTURE-2 NEW 18"X18"X18" ISOLATED FOOTER -0m (2)NEW 22"X22"X22" o ISOLATED FOOTER in LT NEW 18"X18"X18" ISOLATED FOOTER 14'-0" COLUMN (SEE PAGE-2 FOR SIZE) FOR SURFACE MOUNT POST SEE PROVIDED OPTIONS 18" x I8" x 1 a, CONCRETE ISOLATED FOOTING (3) #5 REBARS EA. WAY (6 TOTAL) 5 n 00 ifT l 00 - 3 8 ® ® ® 18" ISOLATED FOOTING -COL 4 2OPTION MOUNT SCALE: N.T.S. 2 2 2 ANCHORS TO BASE PLATE F01 SCALE: N. T. S U P LI FT CALCU LATI O NS FOUNDATION PLAN SCALE: NTS COLUMN (SEE PAGE-2 FOR SIZE) I8" X 18" x 18" CONCRETE ISOLATED FOOTING (3) #5 REBARS EA. WAY(6 TOTAL) EMBED COL INTO CONCRETE 17' (1) #5 REBAR THROUGH COL NEW 18"X18"X18" ISOLATED FOOTER W 18"X18"X18" _W )LATED FOOTER 14'-0" FOOTING NOTES 1. PROVIDE 1-1/2' COVERAGE TOP, SIDES, BOTTOM AND 1" BETWEEN ADJACENT REBAR LAPS. 2. PROVIDE MIN. 3" COVERAGE OF REBAR FOR ALL CONCRETE IN CONTACT WITH THE EARTH. 3. FOOTING CONCRETE SHALL BE MIN. 3000 PSI AT 28 DAYS 4. FOOTING REINFORCEMENT SHALL BE MIN. GRADE 40 5. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE TO CITY / CO. REQUIREMENTS 6. PROVIDE 2500 PSF BEARING (TYPICAL) UNDER FOUNDATION ISOLATED FOOTING -COL OPTION #2 COLUMN EMBEDMENT SCALE: N.T.S. BASIC WIND SPEED = 150 MPH, EXPOSURE CATEGORY = C DESIGN WIND PRESSURES (ASCE 7-16, SEC 30.11) POSITIVE = 35.33 PSF, NEGATIVE = -56.80 PSF ASD LOAD COMBINATIONS (ASCE 7-16, SEC 2.4.1) POSITIVE MAXIMUM =35.90 PSF, NEGATIVE MAXIMUM=-31.08 PSF FACTORED UPLIFT= 217.56 LBF CONCRETE SLAB THICKNESS = 0.00 IN, RUPTURE LENGTH = 0.00 FT, LENGTH = 0.00 FT, WEIGHT= 0.00 LBF CONCRETE RIBBON FOOTER WIDTH = 0.00 IN, THICKNESS = 0.00 IN, LENGTH = 0.00 FT, WEIGHT = 0.00 LBF CONCRETE ISOLATED FOOTER WIDTH = 18.00 IN, THICKNESS = 18.00 IN, LENGTH = 18.00 IN, WEIGHT= 506.25 LBF ASD REDUCTION FACTOR = 0.6 FACTORED RESISTING WEIGHT=303.75 LBF WEIGHT -TO -UPLIFT RATIO = 1.40 > 1.00 HENCE OK o Co O O'er Lq 0- N w zIf) LU 41 U c\ 00 C) U-) o J p c) I- co z z O U p U U w 0 00 v) W LL Lo 'L COLUMN (SEE PAGE-2 FOR SIZE) COLUMN (SEE PAGE-2 FOR SIZE) i a) W M (D -L FOR SURFACE MOUNT POST: SEE PROVIDED OPTIONS 27' % 2T % 27' CONCRETE ISOLATED FOOTING (3) #5 REBARS EA. WAY (6 TOTAL) z 2 0 r 22" x 22" X 27' CONCRETE ISOLATED FOOTING (3) #5 REBARS EA. WAY (6 TOTAL) EMBED COL INTO CONCRETE 12" (1) #5 REBAR THROUGH COL W Q .�.F. •ram--�-,r� •ram--�-T� O C.0 O 22" 22' a CV 04 ISOLATED FOOTING -COL ISOLATED FOOTING -COL OPTION #1 SURFACE MOUNT OPTION #2 COLUMN EMBEDMENT O SCALE: N.T.S. SCALE: N.T.S. Z I-- RE -VIEWED FOR � w CODE COMPLIANCE0 6�747UPLIFT CALCULATIONS BASIC WIND SPEED = 150 MPH, EXPOSURE CATEGORY = CLE DESIGN WIND PRESSURES (ASCE 7-16, SEC 30.11) COP '!' POSITIVE = 35.33 PSF, NEGATIVE = -56.80 PSF ASD LOAD COMBINATIONS (ASCE 7-16, SEC 2.4.1) POSITIVE MAXIMUM = 35.90 PSF, NEGATIVE MAXIMUM=-31.08 PSF 0) FACTORED UPLIFT = 380.73 LBF 0') O cYi CONCRETE SLAB O _I THICKNESS = 0.00 IN, RUPTURE LENGTH = 0.00 FT, LENGTH = 0.00 FT, WEIGHT= 0.00 LBF Of Li - CONCRETE RIBBON FOOTER Z WIDTH=O.00IN, THICKNESS= 0.00 IN, LENGTH=O.00FT, WEIGHT=O.00LBF 0 U CONCRETE ISOLATED FOOTER WIDTH = 22.00 IN , THICKNESS = 22.00 IN, LENGTH = 22.00 IN , WEIGHT= 924.31 LBF Q w V _j W_ 0_ ASD REDUCTION FACTOR=0.6 O U) o w Q FACTORED RESISTING WEIGHT=554.58 LBF UQQ J F- ¢ O WEIGHT -TO -UPLIFT RATIO = 1.46 > 1.00 HENCE OK Z Q co LL DESIGN DATE: 01/06/2022 REVISION 1: 01/06/2022 pAGE: REVISION 2: 01/06/2022 F02 SCALE: NTS (1) #12 SELF DRILLING SCREW AT EVERY TRUSS, TYP. 2" N 0.045 V(2) #12 TEK PROJECTION BEAMS EACH SIDE POST CAP @ 24 O.C. MAIN BEAM SHADE TUBE ® INTERIOR CLIP MAIN BEAM �--I� 0.070 POST 1 $" TRELLIS/ PROJECTION 1 & POST CONNECTION D01 PROJECTION BEAM INTERIOR CLIP 2" PROJECTION BEAM (TRUSS BEAM) Qco O LL A. V% O p• Q- _U' :U C° Q = 2.030 10.062 1.062 �4.154 PROJECTION BEAM EXTERIOR CLIP RE 'IEYIED FOr CODE COMPLIA ,., ST. LUCIE COUNTY 50� ., !�� Z.,� 2 2� © 140 6 FILE COPY U _I O N to J rn I- cco ZZ o � O U p U W 0 00 rn W i Lo. w C VZQ co O� LIB _ .� Q = O J � o 0 ILL U) O w Z Z) U) H U) J J Q vi Lu w 0 0 a U w 0 a N ti 0 W U U Nt 0 0 N N O Z F— U w 0 d M J IL UW U U _j W d W Q FCD LL - DESIGN DATE: 01/06/2022 REVISION 1: 01/06/2022 PAGE. REVISION2: 01/06/2022 D01 ROOF & PROJECTION BEAM DETAILS SCALE: NTS