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375 3rd St RESA19-0002 AdditionN I m SLAB TO BE LEVEL WITH EXISTING ADJACENT FINISHED FLOOR SLAB W/ #5's DOWELED INTO EXISTING SLAB/ STEM WALL @ 24" O.C. TYP. FOUNDATION PLAN 12'-11" (F.V.) J, 12' -II" 12'-10" 17 111, FIRST FLOOR PLAN SCALE: 1/4" = I'-0" 12' -II" (F.V.) . i i � �-. ✓icer V 2x FASCIA TO 3 -PLY 12" LVL W/ MATCH EXISTING SIMP50N LTSI6 OR PLYWOOD SOFFIT TO EQUIV. @ EA. RAFTER 21_0e MATCH EXISTING ROOF SHINGLES OVER 30 Ib. 1 PLYWOOD SOFFIT MATERIAL SIMPSON BC6 FOOF FELT OR EQUIV. TO MATCH EXISTING 7/16" 055 SHEATHING OR EQUIV. 2x8's @ 16" O.G. 3 -PLY 12" LVL W/ 3 -PLY 12" LVL SIMPSON LTSI6 OR EQUIV. @ EA. RAFTER NTL. DRIP PLYWOOD SOFFIT MATERIAL SIMPSON BC6 TO MATCH EXISTING 3 -PLY 12" LVL W/ SIMPSON LTSI6 2x FASCIA TO OR EQUIV. @ EA. RAFTER MATCH EXISTING ^ PLYWOOD SOFFIT TO > MATCH EXISTING 2'-0° olI I SIMPSON BC6 6"xb" P. -r. WD.LL COLUMN 0 Ox(." P.T. WD. U- _ COLUMN ^ > LL (VW P.T. WD. j COLUMN �o U- 5" 8" CMU STEM WALL W/ #5's IN FILLED CELLS @ 8" CMU STEM WALL W/ ALL CORNERS, OPENINGS, SIMPSON ABU66 @SIMPSON ABU66 @ #5'5 IN FILLED CELLS @ AND COLUMNS COL. BASE SIMP50N ABU66 @ ALL CORNERS, OPENINGS, a COL. BASE a COL. BASE AND COLUMNS -a .o (1)#5 CONT. CHAIR BLOCK I' .. , °:. .: a^. .. .. - ° •..., i^ .. .. .. "! .. ,� i i����4rit���t�r..�.�.o��rr�r�.��o�..� ��Srr iy.�,ar�..i.�.r . ��.:��.4r.r �.tsgrra��i.�� . j GRADE#5 CONT IN CHAIR BLOCK GRADE j --n- -------------------------------- — — — — — — — — — — — — — — — — N 24"x12" DEEP CONC. W/ (3)#5's CONT. TYP. : • i' a • /i /i\/i 10 241x12" DEEP CONC. W� ----------------------------------------------------------/\\\//\ • i (3)#5'sCO1T.TYP. N 5/8" X 4' X 8' (STRUCTURAL GRADE #1 PLYWOOD 15# ROOFING FELT (PEEL & STICKMAY BE USED IN LIEU OF FELT) ROOF COVERING SHINGLES I SEE SHEATHING NAILING NOTES FOR SHEATHING NAILING PATTERN SEE SHEATHING NAILING NOTES —J FOR SHEATHING NAILING PATTERN ROOF SHEATHING DETAIL HUGHES (OR EQUAL) PLYWOOD CLIPS @ 24" O.C. PRE-ENGINEERED WOOD TRUSSES OR CONV. FRAMING I I r I CSL. SECS I ON SCALE: 1/2" = I'-011 SHEATHING NAILING: A. ROOF SHEATHING SHALL BE NAILED AS FOLLOWS: Sd NAILS @ 6" O.G. AT PANEL EDGE5. Sd NAILS ® at" O.G. AT ALL INTERMEDIATE SUPPORTS. 8d NAILS @ 4" O.G. AT ALL SUPPORTS WITHIN 4'-0" OF EDGE B. PORCH CEILING WITH RING SHANK NAILS: ad NAILS @ 6" O.G. AT PANEL EDGE5. 8d NAILS @ a" O.G. AT PANEL INTERMEDIATE SUPPORTS. C. WALL SHEATHING SHALL BE NAILED AS FOLLOWS; Sd NAILS a 6" O.G. AT PANEL EDGE5. 8d NAILS @ 6" O.G. AT ALL INTERMEDIATE SUPPORTS. Lu _o u- EXISTING ROOF ry g TO REMAIN �+ X Z L1.I f I _ - SIMPSON SIMPSON - - - - - - - - - �I H US412 - - HTSM20_ _ �L _ w SIMPSON z a1 HUS412 — N m -pl -- ---�-- -- --y -- -- N J �X LOI N CLI I N — — — tn I cell I N I � CL - -- - -- -- -- -- - -- -- u r SIMPSON BC's COL. SIMPSON C6's @ COL. - I H�l I 12'-11" - 13'-411 COMMUNITY ,!7:,, APPR .. COMM DE PN D i -3" - �-s-P4T Mi' 4V4 PKTEC 0 21' O.C. m ROOF PLAN SCALE: 11411 = I'-0" f sftT 7 PAFTM r xa ac. 6W P.T. b. REAR ELE kTION SCALE: 1/4" = I'-0" RAFTER OR BOTTOM CHORD OF TRUSS 1/2" G.W.B. 1/2" G.W.B. 2x TOP'IPLATE W/ 2-12d TO EA.Ii RAFTER OR TRUSS 1/2" G. .B. STUt)S @ 16" O.C. 2x P.T. BOTTOM PLATE W/1/411x311 APCONS @ 32" 2-12d TO EA. FLOOR JOIST O.C. 0 R CONCRETE OVER FRAMED FLOOR FLOOR u EXISTING FLOOR CONDITION T.B.D. BY LOCATION OF NEW WALL—) INTERIOR NON-OAD SEARING NALL CFION SCALE: N.T.S. REVISIONS I BY Ls Z. y DATE: 02/08/2019 SCALE: AS SHOWN DRAWN: BGH SHEET 0000 OF SHEETS GENERAL NOTES: I. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT 1,123 THE JOB SITE PRIOR TO GOMMENG I N6 WORK. THE CONTRACTOR SHALL EXISTING NON H/G: REPORT ALL DISCREPANCIES BETWEEN THE DRAWIN65 AND EX I5T I N6 S.F. CONDITIONS TO THE DESIGNER � OWNER PRIOR TO GOMMENG I N6 WORK. 2. THE CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD INTO THE WORK NEW NON H/G: ALL INSERTS, ANCHORS, AN6LE5, PLATES, OPENIN65, SLEEVES, S.F. HANGERS, SLAB DEPRESSIONS AND PITCHES AS MAY BE REOU I RED TO 1,234 ATTACH AND ACCOMMODATE OTHER WORK. 5. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWIN65 ARE INTENDED TO S.F. BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR 1,702 S 1 TUATI ON ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT -2336 DETAIL 15 SHOWN. 4. SUBSURFACE SOIL CONDITION INFORMATION 15 NOT AVAILABLE. -3081 FOUNDATIONS ARE DES 16NED FOR A 501L BEARIN6 CAPACITY OF 3,000 -15166 P5F. THE CONTRACTOR SHALL REPORT ANY D I FFERI N6 CONDITIONS TO 50 THE DES16NER a OWNER PRIOR TO GOMMENGIN6 WORK. 5. STRUCTURAL DRAWIN65 SHALL BE USED IN CONJUNCTION WITH JOB -38.80 5PEG I F I GATI ON AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, -21.14 PLUMB I N6, AND SITE DRAWIN65, CONSULT THESE DRAWIN65 FOR -23.99 SLEEVES, DEPRESSIONS AND OTHER DETAILS NOT SHOWN ON 100 STRUCTURAL DRAWIN65. 6. ALL BOLTS, NUTS, WASHERS, STRAPS AND FASTENERS I NGLUD I N6 -31.54 NAILS, SHALL BE HOT DIP 6ALVAN I ZED OR STAINLESS STEEL. ANCHOR WITH 2" CONTINUOUS ANGHORA6E SHALL BE PROVIDED BETWEEN ALL TRUSSES, -2086 WALL SECTIONS, BEAMS, POSTS AND FOOTIN65 WITH USE OF STRAPS 2086 AND CONNECTORS A5 SPECIFIED HEREIN. 7. ALL SPECIFIED FASTENERS MAY ONLY BE 5UB5T1 TUTED IF APPROVED BY THE EN61 NEER IN WRITING, THE INSTALLATION OF THE FASTENERS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. 8. WIND BRAG I N6 (15T AND 2ND FLOORS) WITH 16 6A X 1 1/411 GALVANIZED STRAPS 10'-0" LON6 PLACED DIA60NALLY AT ALL BEARIN6 o A� WALL5 AT CORNERS OR WITH 4'-0" X 10'-0" OR 8'-O" X 5/8" EXTERIOR 6RADE PLYWOOD 51 D I N6. q. THE 5TRUGTURE IS DE516NED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDIN6 15 COMPLETE. IT 15 THE CONTRACTOR'S 50LE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND 5EGUENGE PLYWOOD SHEETI N6 SHALL BE APA STRUCTURAL I., GROUP I I ZE TO ENSURE SAFETY OF THE BUILDIN6 AND ITS COMPONENTS DUR I N6 ERECTION. THI5 INCLUDES THE ADDITION OF NECESSARY 5HORIN6, 5HEET1 N6, TEMPORARY BRAG I N6, 6U I DES, OR TIE DOWNS. CONCRETE: I. CONCRETE SHALL HAVE A MINIMUM GOMFRE551VE 5TRENOTH OF 3000 PSI AT 28 DAYS, UNLESS NOTED OTHERWISE . PLACEMENT SHALL BE IN ACCORDANCE WITH AGI 318. 2. ALL CONCRETE SLABS ON 6RADE SHALL BE THE THICKNESS INDICATED ON THE DRAWIN65, OVER MINIMUM 6 MIL POLYETHYLENE VAPOR BARRIER. NAILS (COMMON OR GUN) AT 6" O.G. ALON6 PANEL ED6E AN 6" O.G. SUCH SLABS SHALL BE REINFORCED WITH 6" X 6" #10/10 WELDED WIRE - FABRIG LAPPED 8" AT EDOE5 AND ENDS. 3. FILL UNDER CONCRETE SLABS SHALL BE GLEAN SAND OR ROCK AND AT INTERMEDIATE SUPPORTS. FREE OF DEBRIS AND OTHER DELETERIOUS MATERIAL. FILL SHALL BE COMPACTED TO A DENSITY OF AT LEAST q5% OF STANDARD PROCTOR MAXIMUM DRY DEN51 TY (ASTM D155-7). 4. FOOTIN65 SHALL BEAR UPON UNDISTURBED TREATED SOIL OR UPON SOIL GOMPAGTED TO AT LEAST q5% OF STANDARD PROCTOR MAXIMUM DRY DEN51 TY (ASTM D155-7: FOR A DEPTH OF AT LEAST THREE (5') MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATS 6 FEET BELOW THE BOTTOM OF THE FOOTIN6. 5. WHERE SHOWN, GORES OF BLOCK MASONRY SHALL BE FILLED WITH GROUT OR PEA 6RAVEL CONCRETE WITH MINIMUM COMPRESSIVE STREN6TH OF CONTRACTOR SMALL PROVIDE ALL FA5TENIN6 DEVICES ASI HOWN 3000 PSI AT 28 DAYS AND RE I NFORG I N6 STEEL A5 INDICATED ON THE DRAWIN65. 6. RE I NFORG I N6 STEEL SHALL BE ASTM A-615 6RADE 60 DEFORMED NEW ON THE DRAWINGS AND A5 NECESSARY AND SUITED FOR E H E31 LLET STEEL CONFORM I N6 TO AGI 301, AGI 315, AGI 518 AND GR51 N MANUAL OF STANDARD PRACTICE LATEST EDITIONS. MINIMUM LAP 5PLIGE5 SHALL BE 36 BAR DIAMETER. 7. ALL CONTINUOUS VERTICAL AND HORIZONTAL RE I NFORG I N6 STEEL IN FOOTING, BEAMS AND COLUMNS SHALL BE SPLICED A MINIMUM OF 36 BAR DIAMETERS OR 24", WH I GHEVER 15 GREATER. 8. CONCRETE COVER OF RE I NFORG I N6 STEEL SHALL BE A5 FOLLOWS: A. FOOTIN65: 5" BOTTOMS AND SIDES, 2" TOP. ALL METAL GOMIEGTIONS AND FABRICATIONS SHALL COMP Y WITH B. 1 1/2" BOTTOM, SIDES AND TOP. G. COLUMNS: 1 1/2" D. SLABS ON 6RADE: 2" BOTTOM, I" TOP. A15G SPECIFICATIONS. E. OTHERS PER AGI. q. WELDED WIRE FABRIC, SHALL CONFORM TO A5TM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL SOLID BLOCK ALL JOISTS AND RAFTERS AT POINTS OF SUP ORT. PLAG I N6 DETAILS, OF AGI STANDARDS AND SPED I F I GAT I ON5. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. 10. CONCRETE TESTI N6 IF REOU I RED: PREFABRICATED STRUCTURAL TRUSSES SHALL COMPLY WIT NFPA TE5TIN6 LABORATORY SHALL PERFORM THE FOLLOWING TESTS ON GA5T-IN-PLAGE CONCRETE, A. A5TM G145 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND NATIONAL DESIGN SPECIFICATIONS FOR WOOD GONSTRUGTI N, TPI GEMENT GONGRETE." SLUMP RAN6E SHALL BE 4-6 INCHES. B. A5TM G3q "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE 5PEG I MENS." A SEPARATE TEST SHALL DE516N SPEC, IFI GATI ONS FOR METAL PLATE-GONNEGTED NO D BE CONDUCTED FOR EACH GLASS, FOR EVERY 50 GUBIG YARDS (OR FRACTION THEREOF), PLACED PER DAY. REOU I RED GYL I NDER(S) G2UANTITIES AND TEST A6E A5 FOLLOWS: II AT 7 DAYS 2 AT 28 DAYS ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE ALL TRU55E5 SHALL BE DES 16NED AND CERTIFIED BY THEU55 DIRECTION OF THE EN61 NEER, IF REG2U I RED. IF 28 DAY 5TREN6TH 15 ACHIEVED, THE ADDITIONAL CYLINDER MAY BE DISCARDED. PORCH/ BEDROOM EXPANSION FOR: ELLEN GOLOI�B�K 375 3RD STREET ATL -ANTIG BEACH, FLORIDA 32233 COMPONENT * CLADDING PRESSI1JRES BROUGHT TO YOU BY: SQUARE FOOTAGE INFORMATION EXISTING H/G: 1,123 S.F. EXISTING NON H/G: 245 S.F. NEW H/G: III S.F. NEW NON H/G: 3qq S.F. TOTAL H/G: 1,234 5.F-. TOTAL NON H/G: 468 S.F. TOTAL UNDER ROOF: 1,702 S.F. CHC PRESSURES DESIGN LOADS: IND /C AREA ZONE "3" CORNERS ROOFS all values negative ZONE "2" ZONE "1" END/EDGE INTERIOR - i.e. "UPLIFT") OVERHANG CORNER OVERHA]JG INTERICIR HE77A/6 ' WALLS incl. Windows & Doors HE77A20 END ZONES INTERIOR ZONES NEGATIVE POSITIVE NEGATIVE POSITIVE 10 -28.18 -28.18 -24161 -41.'12 -4112 -32.96 24161 -26.10 24,61 20 -2153 -2153 -2336 -40.46 -40.46 -3081 23161 -15166 2351 50 -2586 -2586 -21169 -38.80 -21.14 -21.14 21.90 -23.99 21.90 100 -24161 -24161 -20.44 -31.54 -3154 ANCHOR WITH 2" -25,66 -2086 -22.94 2086 HEADER AND HOLD DOWN SON EMBELVEC7 TRUSS ANCHORS HE7-A/2 1265 HE77A/6 ' 18/0 HE77A20 18/0 HE7A24 /8/O HE77A40 /8/0 10d X l'" NA/LS TABLE 83012.12 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELS I olbtid po p Rov Ea", 4f N� 5IRc 15LK 5 1/211 3#7337 ' N85°00,00"E 38.00' T) NO ID N 85005122" E 37.90' (M)x d 12.00• a`D < .A. I �= --- -- C9MWA OF AREA OF WORK 0 ON 3:t o "cn 13.4' 4' V.F. O N) (D �' rn_rn C5 C5 8.3' - o0 70. LOT 26 x �x,� o 0 6 = SLK 5 S3 0 D p I 0 � � � I STY. , RES #375 i 3 � 0 I LOT 24 i LOT 25 1.5' 13.5 �_' x x x 0 7 i o i 1/2" FIP 51 PC NO ID (N/I) L5#7337 O➢ _ - X JS ,s3 _1g CATV [� ,mss K❑ °00'00"W 3 58 00914411 W 38.02' (M) SITE PLAN SCALE: I" = 20'-0" THE STRUCTURAL SYSTEM HAS BEEN DE516NED IN ACCORDANCE WITH THE REOUIREMENT5 OF THE 6TH EDITION 2017 FLORIDA BUILDING CODE . THE FOLLOW I N6 WIND LOAD REOU I REMENTS, IN ACCORDANCE WITH 6TH EDITION 2017 FLORIDA BUILDIN6 CODE - BUILDIN6, CHAPTER 16, STRUCTURAL DESIGN 5EGTION 160cf AND A5GE 7-10, WERE USED IN THE DE516N OF THE STRUCTURE: THE FOLLOW I N6 SUPERIMPOSED LOAD I N65 HAVE BEEN UTILIZED: WOOD: ROOF: LIVE LOAD- 30 PSF NAILING DEAD LOAD- 25 PSF (IO)Sd(TOTAL) LIN/IN6 AREAS: LIVE LOAD -40 PSF (1(o)ed(TOTAL) (1(0)IOd DEAD LOAD -15 PSF (16)IOd(EACH) BLOCK: (6)Ibd Milli (9)1(od TRUSS FASTENING SCHEDULE UPLIFT DEVICE 0-365 SPf1 E H2B 366-820 FEET6 H6 821-1085 '8 WOOD SCREW -BASED HTSI6 1086-2110 (2)HT816 0-1450 ANCHOR WITH 2" META12 1451-1160 10 HETAI2 1181-2235 HHETAI6 TABLE 83012.12 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD STRUCTURAL PANELS I olbtid po p Rov Ea", 4f N� 5IRc 15LK 5 1/211 3#7337 ' N85°00,00"E 38.00' T) NO ID N 85005122" E 37.90' (M)x d 12.00• a`D < .A. I �= --- -- C9MWA OF AREA OF WORK 0 ON 3:t o "cn 13.4' 4' V.F. O N) (D �' rn_rn C5 C5 8.3' - o0 70. LOT 26 x �x,� o 0 6 = SLK 5 S3 0 D p I 0 � � � I STY. , RES #375 i 3 � 0 I LOT 24 i LOT 25 1.5' 13.5 �_' x x x 0 7 i o i 1/2" FIP 51 PC NO ID (N/I) L5#7337 O➢ _ - X JS ,s3 _1g CATV [� ,mss K❑ °00'00"W 3 58 00914411 W 38.02' (M) SITE PLAN SCALE: I" = 20'-0" THE STRUCTURAL SYSTEM HAS BEEN DE516NED IN ACCORDANCE WITH THE REOUIREMENT5 OF THE 6TH EDITION 2017 FLORIDA BUILDING CODE . THE FOLLOW I N6 WIND LOAD REOU I REMENTS, IN ACCORDANCE WITH 6TH EDITION 2017 FLORIDA BUILDIN6 CODE - BUILDIN6, CHAPTER 16, STRUCTURAL DESIGN 5EGTION 160cf AND A5GE 7-10, WERE USED IN THE DE516N OF THE STRUCTURE: THE FOLLOW I N6 SUPERIMPOSED LOAD I N65 HAVE BEEN UTILIZED: WOOD: ROOF: LIVE LOAD- 30 PSF NAILING DEAD LOAD- 25 PSF (IO)Sd(TOTAL) LIN/IN6 AREAS: LIVE LOAD -40 PSF (1(o)ed(TOTAL) (1(0)IOd DEAD LOAD -15 PSF (16)IOd(EACH) BLOCK: (6)Ibd Milli (9)1(od WINO: SECTION 160q OF THE 6TH EDITION 2017 FLORIDA BUILDIN6 CODE FOR THE 130 MPH WIND ZONE. CHATTER 3 ( USE � OCCUPANCY ) GROUP OCCUPANCY: "R" CHAPTER 5 ( BUILDIN6 HE 16HT5 � AREAS ) . HE 16HT < 20 FT CHAPTER 6 ( TYPE OF CONSTRUCTION ) TYPE OF CONSTRUCTION: (1/B) FULL'' ENCLOSED IMP = EXP=G RISK GAT #2 LEVEL 2 ALTERATION REGONFI6URATION OF SPACE STRUGTURAL CALCULATIONS U51 N6 6RAV I TY LOADS HAVE BEEN PERFORMED IN THE DE516N OF THI5 STRUCTURE. GORE COMPLIANCE: THE 5TRUGTURAL SYSTEM FOR THIS BUILDIN6 HAS BEEN DES16NED IN ACCORDANCE WITH THE FOLLOWIN6 CODES AS NOTED: 1) THE 6TH EDITION 2017 FLORIDA BUILDIN6 CODE WOOD FRAMING: 11 1 1. ALL WOOD FRAMING SHALL BE FABRICATED AND I NSTALLE PER ATI G AND TPI AND NATIONAL DE516N SPECIFICATIONS FOR WOO GON- 5TRUGTION. 2 ALL STRUCTURAL WOOD MEMBERS SHALL BE SOUTHERN YEL ON PINE. UNLESS NOTED OTHERWISE. f 3. UNLESS NOTED OTHERWISE THE FOLLOWING MINIMUM 6RADE SHALL BE USED: r REVISIONS I BY FASTENER SPACING ( INCHES) oa PANELETIN PANES AN SPf1 E FASTENER TYPE PANEL SPAN4 2 FEET FEET6 FEET FEEL '8 WOOD SCREW -BASED ANCHOR WITH 2" I6 16 10 8 EMBEDMENT LENGTH BETTER. '10 WOOD SCREW -BASED G. STRUCTURAL JOIST AND PLANKS SIZE 2" TO 4" THICK X 5" TO ANCHOR WITH 2" 16 16 12 9 EMBEDMENT LENGTH 8 WIDE: NO. 2 OR BETTER; cfTO 12 WIDE; NO. I OR TTER. #" LAG SCREW -BASED z D. L16HT FPAMIN6 SIZE 2 TO 4 THICK X 3 TO 4 WIDEi NO. 2 ANCHOR WITH 2" 16 16 16 Wo EMEDMENT NGT" WINO: SECTION 160q OF THE 6TH EDITION 2017 FLORIDA BUILDIN6 CODE FOR THE 130 MPH WIND ZONE. CHATTER 3 ( USE � OCCUPANCY ) GROUP OCCUPANCY: "R" CHAPTER 5 ( BUILDIN6 HE 16HT5 � AREAS ) . HE 16HT < 20 FT CHAPTER 6 ( TYPE OF CONSTRUCTION ) TYPE OF CONSTRUCTION: (1/B) FULL'' ENCLOSED IMP = EXP=G RISK GAT #2 LEVEL 2 ALTERATION REGONFI6URATION OF SPACE STRUGTURAL CALCULATIONS U51 N6 6RAV I TY LOADS HAVE BEEN PERFORMED IN THE DE516N OF THI5 STRUCTURE. GORE COMPLIANCE: THE 5TRUGTURAL SYSTEM FOR THIS BUILDIN6 HAS BEEN DES16NED IN ACCORDANCE WITH THE FOLLOWIN6 CODES AS NOTED: 1) THE 6TH EDITION 2017 FLORIDA BUILDIN6 CODE WOOD FRAMING: 11 1 1. ALL WOOD FRAMING SHALL BE FABRICATED AND I NSTALLE PER ATI G AND TPI AND NATIONAL DE516N SPECIFICATIONS FOR WOO GON- 5TRUGTION. 2 ALL STRUCTURAL WOOD MEMBERS SHALL BE SOUTHERN YEL ON PINE. UNLESS NOTED OTHERWISE. f 3. UNLESS NOTED OTHERWISE THE FOLLOWING MINIMUM 6RADE SHALL BE USED: r REVISIONS I BY A. STRUCTURAL L16HT FRAMIN6 SIZE 2" TO 4" THICKX 11 TO 4" WIDE; NO. 2 NON -DENSE OR BETTER. B. STUDS 51ZE 2" TO 4" THICK X 2" TO 6" WIDE; NO. 2 D NSE OR o BETTER. G. STRUCTURAL JOIST AND PLANKS SIZE 2" TO 4" THICK X 5" TO hyo a o 8 WIDE: NO. 2 OR BETTER; cfTO 12 WIDE; NO. I OR TTER. ��h z D. L16HT FPAMIN6 SIZE 2 TO 4 THICK X 3 TO 4 WIDEi NO. 2 ,�j NON -DENSE OR BETTER. E. STUD 6RADE S.P.F. CAN BE USED IN LIEU OF SOUTHERh YELLOW o A� W F PINE FOF STUDS ONLY. 4. PLYWOOD SHEETI N6 SHALL BE APA STRUCTURAL I., GROUP I I ZE AND SPAN RATN6 A5 SHOWN ON THE DRAWIN65. NAIL WITH 8D NAILS (COMMON OR GUN) AT 6" O.G. ALON6 PANEL ED6E AN 6" O.G. AT INTERMEDIATE SUPPORTS. 5. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN GONTAG WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATS 6 6. CONTRACTOR SMALL PROVIDE ALL FA5TENIN6 DEVICES ASI HOWN ON THE DRAWINGS AND A5 NECESSARY AND SUITED FOR E H APPLICATION. FASTEN I N65 SUBJECT TO MOISTURE SHALL B HOT- DIP 6ALVANIZED TO ASTM A-153-80, OR STAINLESS STEEL. 7. ALL METAL GOMIEGTIONS AND FABRICATIONS SHALL COMP Y WITH A15G SPECIFICATIONS. 8. SOLID BLOCK ALL JOISTS AND RAFTERS AT POINTS OF SUP ORT. cf. PREFABRICATED STRUCTURAL TRUSSES SHALL COMPLY WIT NFPA NATIONAL DESIGN SPECIFICATIONS FOR WOOD GONSTRUGTI N, TPI DE516N SPEC, IFI GATI ONS FOR METAL PLATE-GONNEGTED NO D TRU55ES AND A ITG 100. 10. ALL TRU55E5 SHALL BE DES 16NED AND CERTIFIED BY THEU55 MANUFAGTURER'5 STATE OF FLORIDA RE61 STERED EN6I NEEtIVGTIONS II. CONTRACTOR 51 -ALL CORRELATE WITH TRU55 MANUFACTURTO ENSURE THAT ACEOUATE BEARIN6 15 PROVIDED AT END RE OF ALL 61 RDER TRU55E5. 12. TRUSS MANUFAG`URER SHALL SUBMIT SHOP DRAWIN65 TO TIE CONTRACTOR AICD DESIGNER FOR REVIEW AND APPROVAL DRIOR TO FABRICATION. CONTRACTOR SHALL BE RESPONSIBLE FR FIELD VERIFIGAIION OF DIMENSIONS, MATERIALS AND GOND TIONS. 13. AT VOLUME GE I L'N6 CONDITIONS, AL 16N TRU55ES TO PROV IE A SMOOTH AND UN%ROKEN INTERIOR WALL SURFACE FROM FL OR M TO GEILIN6. „ o M 14. BRACE TRU55ES DURING ERECTION AND AFTER PERMANENT. w INSTALLATION TO COMPLY WITH TPI BWT-76. N 15. MIGRO-LAMS (0f;,' EQUAL PARALAMS, LVL'S, ETC.) SHALL BE Oz USED WHERE 5P� I F I ED ON EN61 NEERED PLANS AND I NSTAL ! ED z IN AGGORDANGE'WITH MANUFAGTURER'5 RECOMMENDATIONS ANY ED6ES INDS OR EXPOSED TO THE WEATHER SHALL BE PROTECTED BY HE INSTALLATION OF 56 6A., MIN., 6ALVANI ED STEEL FLASHING: [--� 6. SPLICES IN MULTI'rBOARD GONTI NUOU5 BEAMS SHALL BE AL WED W C FOR ONE BOARD ONLY PER SPAN AND ONLY AT THE QUART R to ® ►--� POINT OF THE ePAN, UNLESS SHOWN OTHERWISE. l MASONRY: O rn CONCRETE MASONRY UNITS SHALL BE ASTM Gq0-75, HOLLO I LOAD- BEARIN6 GONG�TE MASONRY UNITS, TYPE 1, 6RADE N-1, NO MAL z M W WE I6HT. il p 2. MORTAR SHALL -CONFORM TO ASTM G270 AND BE TYPE M R S. v� � W M H 5. HORIZONTAL MA50NRY JOINT REINFORCEMENT SHALL BE 6 ° VAN I ZED TRU55-TYPE WITH 6 LAP AT ALL SPLICES AND PLACED AT VERY x OTHER BLOCK 60UR5E. j UU 04 ALTERNATES TO EMBEDDED TIEDOWNS (SIDE ANCHORED ED TOT EBEAM MAXIMUM STRAP FASTENERS UPLIFT 51 MPSON HU6HES TRU55ES/RAFTERS TIE AM 11 500# L-516 RT16TW 6-I0d OR 4-16d (4)I OR (2)G 1,000# THA218 HD2X ---- ((o)A O (4)C, (2) LT516 (2) RT16TW (EACH AS ABO E FOR 500#) a 2,000# FHA2q HD2X ---- (10)B 0 (8)G FEB -8 2019 3,000# THA218-2 HD2-2X ---- (10)D OR ((o)E (2 -PLY TRU55) FASTENER DESCRIPTIONS A. 0.152" DIA. X I" PENETRATION, POWER ACTUATED FASANER DATE:02/08/2019 (RAMSET/RED HEAD, OR EQUAL) SCALE: B. 0.152" DIA. X 1-1/4" PENETRATION, POWER ACTUATED F ' STENER AS SHOWN DRAWN: (RAM5ET/RED HEAD, OR EQUAL) BGH G. 1/4" X -1/4" METAL HIT ANCHOR (HILTI) OR TAPGON SHEET D. 0.170" DIA. X 1-1/2" PENETRATION, POWER ACTUATED FI STENER (RAM5ET/RED HEAD, OR EQUAL) E. 1/4" X 1-3/4" WEDGE TYPE EXPAN51ON ANCHOR (HILTI KWIK BOLT, OR EQUAL) OF SHEETS DESIGN CRITERIA AND LOADS Building Code O Florida Building and Residential Codes, 6t" Edition (2017) Code for Desiqn Loads IZ - Interior Zone (psf) ANSI/ASCE 7-10 0 - 20 ft2 ROOF LOADING. ............................................... Cd - 1.25 TOP CHORD LIVE LOAD... ........................... ... 20 PSF TOP CHORD DEAD LOAD................................7 PSF BOTTOM CHORD LIVE LOAD 51 - 100 ft2 ATTICS WITH LIMITED STORAGE ............... 20 PSF (PER FRC) ATTICS WITHOUT OU STORAGE ORAGE.......................10 PSF +15.50 -17.05 (NON -CONCURRENT) BOTTOM CHORD DEAD LOAD ........................ PSF WIND LOADING ................................................. Cd = 1.60 ASCE 7-10, 3S GUST ........................................ 130 MPH BASIC WIND SPEED -23.2 EXPOSURE CATEGORY .................................. B BUILDING CATEGORY ..................................... II ENCLOSURE CLASSIFICATION ...................... ENCLOSED INTERNAL PRESSURE COEFF........................ 0.18 C&C DESIGN PRESSURES .............................. (SEE TABLE 1) FLOOR LOADING..............................................Cd = 1.00 TOP CHORD LIVE LOAD..................................40 PSF TOP CHORD DEAD LOAD................................10 PSF BOTTOM CHORD LIVE LOAD .......................... 0 PSF BOTTOM CHORD DEAD LOAD_......................5 PSF SPECIAL FLOOR (GAME ROOM) LOADING .... Cd = 1.00 TOP CHORD LIVE LOAD .................................. 60 PSF TOP CHORD DEAD LOAD................................10 PSF BOTTOM CHORD LIVE LOAD ...........................0 PSF BOTTOM CHORD DEAD LOAD.........................5 PSF MAXIMUM FLOOR TRUSS SPACING...............16" O.C. DEFLECTION CRITERIA 16 16 16* - - ROOF TRUSSES .............................................. LL / 240 12 TL/1,80 -- TL MAX 1" UP TO (2)2x4 NO.2 SPF 40' SPAN OPEN WEB FLOOR TRUSSES/BEAMS.......... LL / 360 16 TL/240 16 TL MAX 3/" WOOD I JOISTS ............................................... LL/480 16 TL/240 16 TL MAX Y2" NOTES: 1. CONCURRENTLY LOADED LIVE LOAD MAY BE REDUCED PER FBC 1605.3.1.1. TABLE 1: COMPONENT AND CLADDING DESIGN PRESSURES WINDOWS AND DOORS O EFFECTIVE WIND AREA ZONE DESIGNATION Z IZ - Interior Zone (psf) EZ - End Zone (psi) 0 - 20 ft2 +18.24 -19.79 +18.24 -24.42 21 - 50 ft2 +17.36 -18.91 +17.36 -22.67 51 - 100 ft2 +16.31 -17.86 +16.31 -20.56 101 - 200 ft2 +15.50 -17.05 +15.50 18.94 (NOTE 8) 6" O.C. AT PANEL EDGES, 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES) Y L! UZ r 16 VINYL SOFFIT MAX PRESSURE (psi) +17.4 -23.2 GARAGE DOOR PRESSURE SEE FRAMING PLAN THE SCOPE OF WORK AS INDICATED ON THE STRUCTURAL DRAWINGS IS CONSIDERED TO BE LEVEL 2 ALTERATION OF EXISTING WITH WITH ADDITION WORK AS DEFINED IN THE FLORIDA BUILDING CODE FOR EXISTING BUILDINGS. END ZONE KEY MAP END ZONE: END ZONES SHALL BE TAKEN AS THE 1ST 4.0' PER IRC FIGURE R301.2 (7) 4.0 FT 1 ST FLOOR END ZONE _,_F:��(TYP) DESIGNATION TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS NOTES 3, 4 O STUCCO AND DIRECTLY MIN'S/32" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (%6" 24/16 Z ADHERED STONE INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.C. IN THE w H (NOTE 6) FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES. Q w 8 FT 9 FT 10 FT 11 FT 12 FT 0.148" T 16 16 12 -- -- 16 U ALL OTHER VENEER MIN Z/6 " 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL a Q z W/ gd COMMON: 6" O.C. EDGES AND FIELD (UNBLOCKED HORIZONTAL PANEL EDGES); 16 16 1 16* -- -- (NOTE 8) 6" O.C. AT PANEL EDGES, 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES) Y L! UZ r 16 12 G = co NO.2 SPF MIN'/6" 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION LL Q w SHINGLE AND METAL ROOF PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 6" O.C. AT PANEL EDGES, 12" 00 Lu O �cnz I I O.C. IN THE FIELD. FLOOR DECK SHEATHING: 233z" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O.0 AT PANEL EDGES, 12" O.C. IN THE (NOTE 5) FIELD. PORCH CEILING BOARD SHEATHING: MIN %" OSS OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d 16 COMMON: 3" O.C. AT PANEL EDGES, 12" O.C. IN THE FIELD. 2x6 NO.2 SPF MIN '16" OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL W/ 8d COMMON: 3" "SW' DESIGNATED SHEAR WALLS: O.C. AT PANEL EDGES, 6" O.C. IN THE FIELD (UNBLOCKED HORIZONTAL PANEL EDGES), 16 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES). 1. FOR SHEATHING THICKNESS GREATER THAN 1532" CATEGORY (32/16 SPAN RATING), USE 10d RING SHANK NAILS IN LIEU OF 8d RING SHANK NAILS. (0.148" x 3" LONG). 2. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/ 8d GALVANIZED BOX NAILS. 3. ZIP WALL SHEATHING IS AN ACCEPTABLE'ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL. 4. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF CURRENT APPROVED APA.MANF. SPECIFICATIONS. 5. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAPHRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO HELP REDUCE SQUEAKING, 8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED. 6. 1532" 32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD.. SHOULD BUILDER SPECIFICATIONS ALLOW, MIN STRUCTURAL REQUIREMENTS ARE �/16" 24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER WALL SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS. TABLE 3: MAXIMUM EXTERIOR WALL STUD SPACING IN O.C. NOTFS 1 7 B NUILS: 1. STUD SPACINGS ABOVE ARE THE MAXIMUM REQUIRED ACCORDING TO STUD HEIGHT AND TYPE, UNLESS NOTED OTHERWISE ON PLAN. 2. IF STUD SPACING IS NOT LISTED, STUD SIZE AND GRADE IS NOT APPLICABLE AT THAT WALL HEIGHT. 3. (*) STUD SPACING IN TABLE DESIGNATEDWITH ASTERISK REQUIRES ALL NON -CORNER STUDS LOCATED IN WALL END ZONES TO BE DOUBLED, FASTEN STUDS PER FRAMING NOTE #5, SEE END ZONE KEYMAP LOCATOR BELOW TABLE 1 FOR 4' END ZONE LOCATIONS. 4. ALL NON-BEARING WALLS MAY BE FRAMED W/ 2x_ STUDS AT MAX 24" O.C. TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN NOTES 1, 2, 3, 4 PRESSURE TREATED LUMBER 11 ' DIAMETER STUCCO FINISH -U360 FLEXIBLE: FINISH -L/120 BARING CONDITION WALL HEIGHT WALL HEIGHT & STUD TYPE FASTENERS REQUIRED. 8d P,INGSHANK 0.113" 8 FT 9 FT 10 FT 11 FT 12 FT 8 FT 9 FT 10 FT 11 FT 12 FT 0.148" 2x4 SPF STUD 16 16 12 -- -- 16 16 16* 12 -- z 2x4 NO.2 SPF 16 16 1 16* -- -- 16 16 16 16 12 o(2)2x4 NO.2 SPF 16 16 16 16 16 16 16 16 16 16 0 Of 2x6 SPF STUD 16 16 16 16 16 16 16 16 16 16 EACH END OF 2x6 NO.2 SPF I 16 16 16 16 16 16 16 16 16 16 STRAP 2x4 SPF STUD 16 12 -- -- -- 16 12 -- -- -- Z c 2x4 N0.2 SPF 16 16 16* - - 16 16 12 12 -- u- O O (2)2x4 NO.2 SPF 16 16 16 16 16 16 16 16 16 16 O 11-2x6 SPF STUD 16 16 16 16 16 16 16 16 16 16 2x6 N0.2 SPF 1 16 16 16 16 16 16 16 16 16 16 NUILS: 1. STUD SPACINGS ABOVE ARE THE MAXIMUM REQUIRED ACCORDING TO STUD HEIGHT AND TYPE, UNLESS NOTED OTHERWISE ON PLAN. 2. IF STUD SPACING IS NOT LISTED, STUD SIZE AND GRADE IS NOT APPLICABLE AT THAT WALL HEIGHT. 3. (*) STUD SPACING IN TABLE DESIGNATEDWITH ASTERISK REQUIRES ALL NON -CORNER STUDS LOCATED IN WALL END ZONES TO BE DOUBLED, FASTEN STUDS PER FRAMING NOTE #5, SEE END ZONE KEYMAP LOCATOR BELOW TABLE 1 FOR 4' END ZONE LOCATIONS. 4. ALL NON-BEARING WALLS MAY BE FRAMED W/ 2x_ STUDS AT MAX 24" O.C. TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN NOTES 1, 2, 3, 4 PRESSURE TREATED LUMBER 11 ' DIAMETER PRESERVATIVE FASTENER TYPE LENGTH -1I 8d COMMON I 0.131" 2%" STAINLESS CONNECTORS AND 1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON FASTENERS REQUIRED. 8d P,INGSHANK 0.113" 2-%" 10d x 1 %" 0.148" 1 %" USP FASTENERS ALL FASTENERS MUST BE HOT ST -7 ...................... 10d�- a 0.131" 3" 10d COMMON 0.148" 3" 12d COMMON 0.148" 3-1/4" 16d SINKER I 0.148" 1 16d COMMON 0.162" L. PRESERVATIVE FASTENER TYPE ACZA STANDARD CARBON STEEL SODIUM BORATE (NOTE 1) STAINLESS CONNECTORS AND 1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON FASTENERS REQUIRED. CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY CONNECTORS MUST HAVE ALL OTHER PT Z -MAX, G120 OR TRIPLE ZINC (INCLUDING ACQ & MCQ) COATED FINISH. USP FASTENERS ALL FASTENERS MUST BE HOT ST -7 ...................... DIPPED GALVANIZED. NOTES: USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE 1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED. NOTES: 2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS 1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN BEFORE APPLICATION OF PROTECTIVE COATING. TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS. 3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF USP FASTENERS A WOOD DUE TO FASTENER PENETRATION, THE BORED HOLE ST -7 ...................... SHALL NOT EXCEED 75% OF THE NAIL OR SPIKE DIAMETER. 4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS FASTENERS SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4. CONCRETE AND FOUNDATION NOTES (8) %" x 1 %" SDS SCREWS 1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= 2,500 PSI AT 28 DAYS (UNO). 2. CONCRETE COMPRESSIVE STRENGTH FOR SLAB = 2,500 PSI AT 28 DAYS (UNO). 3. ALL REINFORCING STEEL #3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS (UNO). 4. ALL REINFORCING STEEL SHALL HAVE 96 DEGREE BEND AT CORNERS WITH A 24" LAP. 24" LONG #4 BAR IS RECOMMENDED TO BE INSTALLED AT ALL REENTRANT CORNERS. 5. �=1BERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL NOT REQUIRE WWF. FIBER LENGTHS SHALL BE 1/2 INCH TO 2 INCHES IN LENGTH. DOSAGE AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WHEN REQUESTED BY THE BUILDING OFFICIAL. 6, MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE. 7. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 psf IN ACCORDANCEVVITH FRC 6TH EDITION (2017) TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS. COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS. 8. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. 9. STEMWALLS OVER 4 COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING CONSTRUCTION. CONTACT ENGINEER OF RECORD IF THIS CONDITION EXISTS. 10. TO CONTROL CRACKING, CUT 1" SAWCUTS IN THE SLAB IN A 15'x15' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT. CONTACT EOR FOR ALTERNATIVE METHODS. CONTROL JOINTS ARE NOT REQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED WITH CONCRETE WORK. 1. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION FROM ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF FOUNDATION PLAN ALONE CONTACT THE ENGINEER OF RECORD. TABLE 7: METAL CONNECTOR SCHEDULE 1. EPDXY ANCHOR EMBED FOR HOLD-DOWN CONNECTORS ANCHORED IN CMU TO BE 12 -INCHES. OPTIONAL SIMPSON %"x12" TITEN HD OR USP WEDGE BOLT+ IS AN ACCEPTABLE ALTERNATIVE ANCHOR INTO TOP OF MASONRY STEMWALL IN ALL CASES EXCEPT GARAGE RETURN HOLDDOWNS, 2. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS. 3. PRODUCTS SELECTED USING SIMPSON 2017-2018 CATALOG AND USP PRODUCT CATALOG 57TH EDITION, PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED ALTERNATES. REFER TO RESPECTIVE CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS. 4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT EOR FOR SPECIFIC FASTENING REQUIREMENTS. 5. POSITIVE PLACEMENT GUN NAILS, 2 %2" LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU POST BASE ANCHORS, CS18, AND MSTA FLAT STRAPS. TABLE 8: SPECIFIED SW WALLS NOTES 1, 2, 3, 4 END STUD GROUPS SW TYPE NUMBER OF STUDS SWI, SW2, SW3 2 SW4 3 1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP REQUIREMENT. END STUD ADJACENT TO HOLD DOWN MAY BE SUBSTITUTED W/ MIN 36" BLOCK W/ (20) 10d TO END STUD END STUDS CONNECTION (NOTES 5, 6, 7) SW TYPE USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE SIMPSON SIMPSON FASTENERS USP USP FASTENERS HTTA, (2) MSTA36/CS18 SW3 HTT5 SIMPSON SIMPSON USP USP FASTENERS SECTIONS AND DETAILS ST -7 ...................... SECTIONS AND DETAILS (IF APPLICABLE) FASTENERS (8) %" x 1 %" SDS SCREWS (8) %" x 1%" WS15-GC 1,2,3 DTT2Z IN STUD Y2" 0 x 4 %" 1,2,3 DTB-TZ WOOD SCREWS IN STUD (9) 10d COMMON (9) 10d COMMON EMBED EPDXY OR %„ 0 x 4%2" EMBED EPDXY CS18 EACH END OF CS20 EACH END OF SCREW ANCHOR OR SCREW ANCHOR STRAP STRAP (18) 0.162" x 2 %" IN (18) 0.162" x 2 %" IN 1,2,3 HTT4 STUD/BEAM/TRUSS s „ 1,2,3 HTT45 STUD/BEAM/TRUSS MTS12 1 ( ( /8 0 x 6" EMBED ANCHOR %, 0 x 6" EMBED ANCHOR EACH END MTW12 EACH END IN CONCRETE IN CONCRETE (26) 0.162" x 2%" IN (26) 0.162" x 2 %" IN HTT51,2,3 STUD/BEAM/TRUSS 0 x 6" EMBED ANCHOR HTT452,3 STUD/BEAM/TRUSS 5/" 0 x 6" EMBED ANCHOR MSTA24 (9) 10d COMMON MSTA24 (9) 10d COMMON EACH END EACH END IN CONCRETE IN CONCRETE (20) %" x 3" SDS SCREWS (24) 3" WS IN STUD HDQ8-SDS3 IN STUD GROUP 8" 0 x 12" EMBED ANCHOR PHD8 GROUP 8" 0 x 12" EMBED ANCHOR MSTA36 (13) 10d COMMON EACH END MSTA36 (13) 10d COMMON IN CONCRETE IN CONCRETE EACH END (38) 16d SINKERS INTO (38) 16d SINKERS INTO (11) 10d x 1%" IN (11) 10d x 1%" IN STHD14 STUDS WET EMBED IN STAD14 STUDS WET EMBED IN HTS20 TRUSS/RAFTER HTW20 TRUSS/RAFTER CONCRETE CONCRETE (11) 10d x 1%" IN (11) 10d x i%" IN STUD STUD (10) 10d x 1 %" NAILS IN (10) 16d COMMON NAILS (5) 8d x %" IN (5) 8d x1 %" IN LTT20B2 STUD LTS192 IN STUD H2.5T/ TRUSS RT7/ TRUSS %" 0 x6" EMBED EPDXY %" 0 x6" EMBED EPDXY HA8 5 8d x %" IN TOP O RT7AT (5)8dx1/2"IN TOP OR SCREW ANCHOR OR SCREW ANCHOR PLATE PLATE ABU44 (12) 16d COMMON NAILS 1 PAU44 (12) 16d COMMON NAILS (5) 10d x1 %2" IN TRUSS (5) 10d x1 %" IN TRUSS 5 0 x 7" EMBED EPDXY 5 0 x 7" EMBED EPDXY H8 (5) 10d x 1 %" IN RT8A (5) 10d x 1 %" IN TOP PLATE TOP PLATE (12) 16d COMMON NAILS (12) 16d COMMON NAILS (9) 10d x1 /2" IN (8) 8d x1 %" IN ABU66 5�" 0 x 7" EMBED EPDXY PAU661 5/" 0 x 7" EMBED EPDXY TSP STUD STUD (12" EMBED AT GARAGE (12" EMBED AT GARAGE (6) 10d x 1 %" IN LFTA6 „ (8)8dx1% IN DOOR RETURNS) DOOR RETURNS) PLATE PLATE HU48, HUC48, (14) 16d COMMON IN HD48, HD481F, (14) 16d COMMON IN (6) 10d COMMON (6) 10d x 1 %" IN HU28-2, HEADER HD28-2, HEADER DSP IN TOP PLATE RSPT6-2 TOP PLATE HUC28-2 (6) 10d COMMON IN BEAM HD28-21F (6) 10d COMMON IN BEAM (8) 10d COMMON (8) 10d x 1 %" IN STUD/HEADER STUD/HEADER HU410, (18) 16d COMMON IN HD410, (18) 16d COMMON IN (26) 16d SINKER IN (28) 16d SINKER IN HUC410, HEADER HD4101F, HEADER WALL FRAMING WALL FRAMING HU210-2, (10) 10d COMMON IN HD210-2, (10) 10d COMMON IN LGT3 (12) SDS %" x 2 2" LUGT3 (12) WS25 %" x 2 2" HUC210-2 BEAM HD210-21F BEAM IN TRUSS IN TRUSS (4) %4' x 1 %2" SDS SCREWS (4) %4 x %" WS15 SCREWS IN TRUSS/RAFTER (4) %" x 3" SDS SCREWS IN HGA10 IN TRUSS/ RAFTER (4) %" x 3" WS3 SCREWS IN SDWC14500, SDWC15600 NO USP EQUIVALENT LGA1 TOP PLATE TOP PLATE DIA. & EMBED SPECIFIED WEDGE DIA. & EMBED SPECIFIED ON PLAN BOLT+ ON PLAN _ AI/1TCC. 1. EPDXY ANCHOR EMBED FOR HOLD-DOWN CONNECTORS ANCHORED IN CMU TO BE 12 -INCHES. OPTIONAL SIMPSON %"x12" TITEN HD OR USP WEDGE BOLT+ IS AN ACCEPTABLE ALTERNATIVE ANCHOR INTO TOP OF MASONRY STEMWALL IN ALL CASES EXCEPT GARAGE RETURN HOLDDOWNS, 2. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS. 3. PRODUCTS SELECTED USING SIMPSON 2017-2018 CATALOG AND USP PRODUCT CATALOG 57TH EDITION, PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED ALTERNATES. REFER TO RESPECTIVE CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS. 4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT EOR FOR SPECIFIC FASTENING REQUIREMENTS. 5. POSITIVE PLACEMENT GUN NAILS, 2 %2" LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU POST BASE ANCHORS, CS18, AND MSTA FLAT STRAPS. TABLE 8: SPECIFIED SW WALLS NOTES 1, 2, 3, 4 END STUD GROUPS SW TYPE NUMBER OF STUDS SWI, SW2, SW3 2 SW4 3 1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP REQUIREMENT. END STUD ADJACENT TO HOLD DOWN MAY BE SUBSTITUTED W/ MIN 36" BLOCK W/ (20) 10d TO END STUD END STUDS CONNECTION (NOTES 5, 6, 7) SW TYPE 1ST LES/EL HOLD DOWN 2ND LEVEL STRAPPING SW1 DTT2Z MSTA36/CS18 SW2 HTTA, (2) MSTA36/CS18 SW3 HTT5 (3) MSTA36/CS18 SW4 HDQ8 (4) MSTA36/CS18 BOTTOM PLATE ANCHOR SPACING (NOTE 7) SW TYPE MAX ANCHOR SPACING SWI 48" O.C. SW2, SW3, SW4 24" O.C. NOTES: 1. THE EXTERIOR WALLS ARE FULLY SHEATHED WITH OSB OR PLYWOOD. ALL TYPICAL EXTERIOR WALLS ARE SHEAR WALLS AND ARE PART OF THE BUILDING'S MAIN WIND FORCE RESISTING SYSTEM. ADDITIONAL FRAMING AND HOLD-DOWNS ARE REQUIRED ONLY AS NOTED ON THE PLAN OR IF WALL SEGMENT IS IDENTIFIED AS SW1, SW2, SW3, SW4, OR SWB ON THE PLAN. 2. ALL SW SHEAR WALL SHEATHING TO BE FASTENED TO FRAMING PER TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS. 3. SW SHEAR WALLS INDICATED ON PLAN WITH WINDOW AND DOOR OPENINGS WITHIN THE SHEARWALL REQUIRE STUD GROUP AND HOLD DOWNS ONLY AT EXTREME END OF DESIGNATED WALL OR PORTION THEREOF AS NOTED ON STRUCTURAL PLAN. 4. SWB - SEE "SWB-SPECIAL SHEAR WALL DETAIL", LOCATED ON THE DETAIL SHEET. 5. 2ND LEVEL "SW' SHEAR WALLS - END STUDS OF SW WALL TO BE ANCHORED PER ONE OF THE FOLLOWING: • HOLD DOWN WITH FULL -HEIGHT-!" DIA. ROD TO SLAB. END STUDS TO BE CONTINOUSLY SUPPORTED THROUGH FLOOR SYSTEM TO SLAB. • 2ND LEVEL END STUDS TO MATCHING 1ST LEVEL STUD GROUP BELOW W/ STRAPPING AS NOTED. 1ST LEVEL STUD GROUP TO SLAB WITHHOLD DOWN, 6. DESIGNATED "SW' SHEARWALLS WITH A COMMON CORNER REQUIRE (1) HOLDDOWN, WHICH IS TO BE LARGEST OF THE TWO HOLDOWNS SPECIFIED, UNO. 7. SEE WALL SECTION SHEET FOR RECOMMENDED BOTTOM PLATE ANCHOR OPTIONS. SEE TABLE 7 FOR HOLD-DOWN ANCHOR REQUIREMENTS. FRAMING NOTES 1. SIMPSON ACRYLIC -TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS. ANCHOR BOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN A HOLE AS SPECIFIED BY MANF (TYPICALLY 16" TO 1" GREATER THAN SPECIFIED ANCHOR DIAMETER). ADHESIVE/EPDXY MUST FILL THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION. 2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, UNO. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER. 3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN FLORIDA BUILDING CODE TABLE 2304.9.1. 4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFAC-i URER. 5. FASTEN ALL MULTI -PLY STUD COLUMNS AND CORNERS TOGETHER WITH (2) ROWS 10d @ 8" O.C. STAGGERED. UPPER LEVEL MULTI -PLY STUD GROUPS BELOW ALL GIRDER LOCATIONS TO BE CONTINUOUS THROUGH FLOOR SYSTEM TO FOUNDATION. (NOT REQUIRED BELOW HEADER JACK/KING STUD GROUPS) 6. FASTEN ALL STUDS TO BOTTOM AND TOP PLATES WITH (4)8d TOE NAILS OR (2)16d COMMON END NAILS. 7. FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH (3)8d TOE NAILS. 8. ALL MULTI -PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM THICKNESS AND MATCHING WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, LINO. SHEET INDEX ST -1 ...................... STRUCTURAL SPECIFICATIONS ST -2 ...................... FOUNDATION PLAN ST-3......................1ST LEVEL STRUCTURAL FRAMING PLAN ST-3A..................AST LEVEL ROOF FRAMING PLAN ST -4...... ................ 2ND LEVEL STRUCTURAL FRAMING PLAN (IF APPLICABLE) ST -4A ................... 2ND LEVEL ROOF FRAMING PLAN (IF APPLICABLE) T-5. ...................... TYPICAL WALL SECTION SHEET ST -6 ...................... SECTIONS AND DETAILS ST -7 ...................... SECTIONS AND DETAILS (IF APPLICABLE) LEGEND OR "OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL ALTERNATIVE FOR THE APPLICATION SHOWN UNO UNLESS NOTED OTHERWISE ON PLAN OR DETAIL EOR ENGINEER OF RECORD EW EACH WAY OSB ORIENTED STRAND BOARD WSP WOOD STRUCTURAL PANEL SYP SOUTHERN YELLOW PINE SPF SPRUCE -PINE -FUR CONT CONTINUOUS O.C. ON CENTER LSL 1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 3/4" WIDE, UNG. (3 1/2" WIDE LSL BEAMS ARE EQUIVALENT TO 2 -PLY 1 3/4" BEAM) LVL 2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 3/4" WIDE PSL 2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 1/2" WIDE, UNO. SYS 42 PROPERLY RATED OPEN WEB HEADER INTERIOR ROOF LOAD BEARING WALL, SPECIFICATIONS OUTLINED ON TYPICAL WALL SECTIONS, DETAIL SHEETS INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED. IINIMUM BOTTOM PLATE ANCHORAGE IS %" ANCHOR @ 8'-0" O.C. (UNO ON FRAMING PLAN OR SW SPECIFICATIONS) STRUCTURAL WOOD BEAM A FOUNDATION KEYNOTE CALLOUT STUD COLUMN KEYNOTE CALLOUT NUMBER OF SDWC15600 CONNECTING TOP PLATE TO STUDS. NUMBER OF STUDS BELOW BEAM/GIRDER TRUSS. STUDS TO MATCH WALL FRAMING SIZE AND GRADE, UNO. 2 STUDS U) w o ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN ANCHOR BOTTOM OF STUD COLUMN CONNECTION • 1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN • 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL COLUMN TO 1ST LEVEL STUDS/HEADER/BEAM. "ANCHOR" REQUIRES BOTTOM PLATE ANCHOR WITHIN 3" OF STUD COLUMN NUMBER OF SDWC15450 CONNECTING STUDS TO BOTTOM PLATE HEADER STRAPPING KEYNOTE CALLOUT NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD 1MSTA24 TYPE OF STRAP CONNECTING HEADER TO JACK STUD DTT2Z KING/JACK GROUP BOTTOM CONNECTION _ • 1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP • 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD GROUP TO 1ST LEVEL STUDS/HEADER/BEAM. - NUMBER OF HOLDDOVVNS/STRAPS AT BASE OF KING/JACK GROUP HEADER FRAMING KEYNOTE CALLOUT NUMBER OF KING STUDS EACH SIDE OF OPENING NUMBER OF JACK STUDS EACH SIDE OF OPENING SIZE OF HEADER (ALL HEADERS TO BE NO.2 SYP) 2R WSP NUMBER OF PLIES IN HEADER ENGINEERED LUMBER HEADER FRAMING KEYNOTE CALLOUT NUMBER OF KING STUDS EACH SIDE OF OPENING NUMBER OF JACK STUDS EACH SIDE OF OPENING -HEADER MATERIAL (ALL HEADERS TO BE DESIGNATED AS LSL, LVL, PSL, OR DEPTH OF HEADER NUMBER OF PLIES IN HEADER (1 3/4" WIDE UNO) HEADER FRAMING 1. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ ! STAGGERED. 2. WSP HEADERS ARE WOOD STRUCTURAL PANEL HEADERS AND HAVE THE FOLLOWING REQUIREM • SHEATHING TO MATCH SPECIFICATION FOR EXTERIOR WALLS, SEE TABLE 2. • ATTACH TO ALL FRAMING MEMBERS (KING STUD, TOP PLATE, HEADER SILL, CRIPPLES, ETC.) W, COMMON @ 3" O.C. • EITHER TOP OR BOTTOM PLY OF DBL TOP PLATE MUST SPAN CONTINUOUS OVER OPENING; SH MUST BE EDGE NAILED TO CONTINUOUS PLY OF PLATE • NO.2 SPF HEADER SILL INSTALLED ABOVE OPENING W/ (1) CRIPPLE STUD AT EACH END • WALL SHEATHING ABOVE OPENING MUST BE CONTINUOUS (OR PROPERLY SPLICED PER TYPIC. SECTION SHEET) FROM TOP OF PLATE TO HEADER BELOW OR SILL PLATE ABOVE OPENING 3. FASTEN ALL MULTI -PLY HEADERS TOGETHER WITH (2) ROWS 10d @ 8" O.C., STAGGERED ALONG E 4. FASTEN ALL HEADERS TO KING STUDS WITH (3)8d TOE NAILS. 5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD. 6. LINO ON PLAN, MIN (1) SDWC15600 TOP PLT TO KING STUD AND (1) SDWC15450 KING STUD TO BOT' CONNECTION REQUIRED EACH SIDE OF OPENING (NO CONNECTION REQUIRED FOR OPENINGS AT FLOOR HEADER WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE, 7. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING (NO CONNECTION REQUIRED OPENINGS 39" OR LESS, AT WSP HEADERS, OR AT FIRST FLOOR HEADERS WHEN A 2ND LEVEL FLC SYSTEM IS AHOVE: • TOP PLATE TO HDR W/ SDWC15600 @ MAX 32" O.C. AS SHOWN, "ALTERNATE SECTION (HEADER: • SPH w/(12)10dx1%"@16"O.C.OR • DSP w/(14)10dx1%2"@16"O.C.OR • FASTEN TRUSS DIRECTLY TO HEADER w/ MTS OR HTS w/ (14) 10d x 1-1/2" (OR EQUAL APPROVED O.C. qTS: d aTHING _ WALL �H EDGE. IM PLATE IRST )R R ST -5 Y EOR) ro r JL $ FEB -1 2019 g,'"!ng DLipartment U METAL CONNECTOR EN INEERING 11 m�� C� LL I F -- C) 1 t LLQ d C` V1. LL U` 1� O C X0 z 2p ❑ Zaft Q� In ❑ W p m 1 U z p W W _❑ J❑ ~ Z❑ LOD U N a < WWzom, :3W❑ W W m r;: LL wLd p0ww❑Mm- 0 a W❑ w W w p w - 0� U3 ❑ma .z�� >-Wz�❑ LU Qa QUN=WW�i-- ww LL =r�❑ ��F-I❑wQ QLL U� Q Z ❑IL ❑ z W d p 0❑ Q E W W T C p❑ w� p a W Z Q Q X W❑ p F Cl N T ❑ Z LL; E w p W X Q Z Q c m- t7 LL.! W z W _ Z G. W W Q 1w w 2 h p U F:3 Z [f1 w W ' z W Z Z J F z r; I>- zQp--Wp❑WQ W Ln 0 Z W W w Q m Z- Y Q Z S g� Q tl. Wz❑�t�Ww u1wQ��n Q =QZ>_zLQUWaQ _ W C P z U 2� P o x Z w Q pw W Z tZ ❑W ,< _j 1 0_j C f0E-Z 3N1L(A<ami-ZUU Ll_ G SHEET NO.: e ST -1 I- STRUCTURAL SPECIFICATIONS C;: JOB NO.: AT010977 d C SUBDIVISION: C, 375 3rd Street Atlantic Beach d (? LOT NO.: Z -- �, FLOOR PLAN: C' Ellen Golombek Z DESIGNED: cC JH LL _ I- REVIEWED: X LU cl < REVISIONS DATE X Q >y iD2 C LL, 5 C LL' <mm'kEX C' F_ STRUCTURAL ENGINEERING F-- C�' L% ItI11111111 t` � 1N LA ``e®� r. C 8 166 ST E OF •44/ OR n 111111110% G GENERAL FOUNDATION NOTES 1. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 psf IN ACCORDANCE WITH FRC 6TH EDITION (2017) TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS. COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS. 2. IF CONTRACTOR OR BUILDING OFFICIAL DETERMINES THAT THE SOIL IS NOT SUITABLE FOR 2,000 PSF BEARING CAPACITY, CONTACT EOR. ADDITIONAL FOUNDATION WORK MAY BE REQUIRED. 3. • ATTACH NEW FOOTING TO EXISTING W/#4x12" LONG, DRILL AND EPDXY HORIZONTAL DOWELS W/ 6" EMBED @ MAX 48" O.C. • PROVIDE 8"x8" THICKENED EDGE W/ (1) #4 OR #5 CONT. @ NEW CONCRETE POUR ADJACENT TO EXISTING. 4" CONCRETE SLAB W/ 6x6 W1.4 x W1.4 WWF OR FIBERMESH 0 -0" A F. F. -Q--- a ---Q Y jVARIES \ D d \ �\ T4" 12" UNDER 1 STORY WALL BARRIER WITH (2)#4 OR (2)#5 CONT 16" UNDER 2 STORY WALL WITH (3)#4 OR (2)#5 CONT 6 BEARING CURB STEF SECTION 4" CONCRETE SLAB W/ 6x6 W1.4 x W1.4 WWF OR FIBERMESH 8" MIN 777 l \ VAPOR BARRIER %\ o , 1/2"\ M It 28" MAX FOOTING TO BEAR ON 6" OPT. EXTENSION IN BRICK FIRM UNDISTURBED SOIL LOCATIONS ON FND PLAN 12" UNDER 1 STORY WALL WITH (2)#4 OR (2)#5 CONT ADDITIONAL NO. 4 OR NO. 5 BAR IN BRICK LEDG 16" UNDER 2 STORY WALL WITH (3)#4 OR (2)#5 CONT (j:?o NOLITHIC FOOTNGSECTION GROUND ADJACENT TO FTG SLOPES DOWN AND AWAY FROM STRUCTURE STEEPER THAN 1'-0" VERTICALLY PER 3'-0" HORIZONTALLY, CONTRACTOR HAS TWO CHOICES: 1. PRIOR TO CONSTRUCTION, SEEK GUIDANCE OF EOR TO PREVENT EROSION OF SOIL, 2. USE STEMWALL FOOTING 4" CONCRETE SLAB W/ 6x6 W1.4 x W1.4 WWF OR FIBER MESH 8" CMU CHAIR B TOP OF SAB W/ (1) #5 CONT. ------- -------t Z uj OI 00� VAPOR BARRIER �j\\�j, \\�� Lo #4 OR #5 VERT REINFORCING UP TO 3 COURSES: 72" O.C. 4 TO 5 COURSES: 48" O.C. o I D E FOOTING ­\ \i I \ \,\ ADDITIONAL #4 OR #5 TO BEAR ON FIRM //� / IN BRICK LEDGE UNDISTURBED SOIL VERTICAL REINFORCEMENT 4" OPT BRICK LEDGE TO HAVE 6" BEND AT BOTTOM NOTED ON FND PLAN CAST -IN-PLACE FOOTING SPECS 1 -STORY: 16"V'Jx 8'7 W/(2) #4 OR (2)#5 CONT 2 -STORY: 20"W x 10"T W/(3) #4 OR (2) #5 CONT 2 CMU STEMWALL SECTION 1. SPECIAL CARE SHOULD BE EXERCISED BY CONTRACTOR WHEN BACK FILLING BEHIND A STEM WALL, PARTICULARLY WHEN IT IS OVER 4 COURSES HIGH. SHOULD THIS CONDITION EXIST, RECOMMENDATIONS MAY BE OBTAINED FROM THE ENGINEER OF RECORD. 2. SCREW IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY EPDXY ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS. 26'-4" FOUNDATION PLAN FRAMING KEYNOTES (METAL CONNECTOR) NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. FIRST MEMBER OF WALL TO BE NO.2 SYP PT, ATTACHED DIRECTLY TO MASONRY WALL. 2. BALLOON FRAME WALL TO BOTTOM OF RAFTER W/ (2) 2x4 NO.2 SPF @ 16" O.C. MAX 3. BALLOON FRAME WALL TO BOTTOM OF RAFTER W/ 2x6 NO.2 SPF @ 16" O.C. MAX 4. PORCH BEAM FRAMING NOTES A. BEAM POCKET PORCH BEAMS AT TOP PLT ELEV. NOTCH TOP OF PORCH BEAM 3" FOR BEAM PKT CONNECTION AT WALL. TOP OF BEAM ELEVATION EQUALS TOP OF TOP PLT ELEVATION. 3'/" MINIMUM BEARING REQUIRED IN WALL, PORCH BEAM TO STUDS W/ MS24, HTS20, OR MSTA24. B. SHIM BELOW PORCH BEAMS JUST ABOVE TOP PLT ELEV. PORCH BEAM TO TOP PLT W/ MS24, MTS12, OR MSTA24, C. POST DOWN PORCH BEAMS ABOVE TOP PLT ELEV. PROVIDE DOUBLE STUD POST DOWN SUPPORT AT WALL FOR PORCH BEAM. BEAM TO POST DOWN STUDS W/ MS24, MTS12, OR MSTA24. STUDS TO TOP PLATE W/ MS24, MTS12, OR MSTA24. D. BEAM ATTACHED TO EXISTING FRAMING ENGINEER OF RECORD HAS REVIEWED THIS ADDITION AND NEW ANTICIPATED GRAVITY & LATERAL LOADS ASSOCIATED AND CONCLUD THAT ASSUMING WOOD FRAMED PORTIONS O THE ORIGINAL EXISTING STRUCTURES EXTERIOR WALL ENVELOPE IS FULLY SHEATH D O WITH OSB OR PLYWOOD WOOD STRUCTURAL N PANEL THAT NO REMEDIATION TO THE EXISTI G STRUCTURAL ELEMENTS IS REQUIRED. m O O r -- N N co J LL W J J z O Y U Q O _O W f_— 07 m w ez Q O'. U': w' w: r� O , O O `) 56 1- b z Co W z 9 TYPICAL BEAM TO POST CONNECTION PRE-EXISTING N W O Z (2) 2x4-1/2 HUC210-3 I NOTE 4 N NOTE 3 IIII I I / 2x8 NO. 2 SYP RAFTERS I 1 @ 16" O.C., SEE—ST-7771 1 II (3) 2x12 1 1(2) 11 %4" LVL II I I Z 2x8 NO.2 SYP RAFTERS @ 16" O.C., SEE ST -5 II • 6x6 NO.2 SYP PT POST, (3) TOTAL—\I • BEAMS TO POST W/ (2) MSTA24 • POST TO SLAB BELOW W/ ABU66 1/411 = 1' 0" FIRST LEVEL STRUCTURAL FRAMING PLAN W � W I z I z W o LL ;s z O Q O a Cr O U Q G_ O LL OTE 1 � U W ❑ Z 2 0 0- Q ❑I M QD Lo ❑WL<Z LL w �❑ a ~ Z 0❑ 0 w u o m ��wp ?❑m<(t4jW❑ WLx� QWww-[]13 p Daws L-wFQ ❑07L Z >- WZ� ❑ ❑of 2>.wwF WJm0zL) Qa�QI5In1wW(n NLdLLJ �L� W O U� < -JXaI-�XZW <LL Q Z F Z w 4? W X U 2 p❑ O W w a I ❑ w J p Q W U p D D ❑ Q w U Z Z w w 0 0 w Z Z a xlW ❑❑ F D- I w p Z OWWU) -LE❑ w W Z _ x Q w U Q [Y L. WQ�QaW�I-QU❑N WW Z z U3 I} Z Q p z U❑ L" Q W O W O Q U Z I Q F Z Z Q W ZDV L9 UIWQ�F"U ZQZ>-ZIQL'7WtY�C)wQw �h IZrI-Y❑ZwQUWH� Z U C- U D IW U Z Q 0 <f•,Jf- . I ❑J QUI–z 0- <❑ro Z 0 D 9 SHEET NO.: 3 ST -3 COMMUNITY D1 ELOPMENT o" JOB NO.: AT010977 ;SUBDIVISION: 375 3rd Street Atlantic Beach I LOT NO.: I 3 - - FLOOR PLAN: DEN ED JH REVIEWED: I 's REVISIONS DATE I I Z i ^A\i APEXs STRUCTURAL ENGINEERING `j111111111 U e`er � �•� "% �i I, 5166 Lu I— • : x " STATE OF:��/ 'O,�•. �L P.••� �� x W I HUC210-2 TO EXISTING SOLID CL Q FILLED MASONRY; INSTALL PER x (2) 2x121 MANUFACTURES SPECIFICATIONS. m I 0 W z w 73 Q z� Ul _Q LL Q Co FFB - 2019 } OI DC, -adrtrnent ar]6' bei—h, FL = . U, ws 1/4 1 ' 0" W d METAL CONNECTOR EN INEERING W ❑ Z 2 0 0- Q ❑I M QD Lo ❑WL<Z LL w �❑ a ~ Z 0❑ 0 w u o m ��wp ?❑m<(t4jW❑ WLx� QWww-[]13 p Daws L-wFQ ❑07L Z >- WZ� ❑ ❑of 2>.wwF WJm0zL) Qa�QI5In1wW(n NLdLLJ �L� W O U� < -JXaI-�XZW <LL Q Z F Z w 4? W X U 2 p❑ O W w a I ❑ w J p Q W U p D D ❑ Q w U Z Z w w 0 0 w Z Z a xlW ❑❑ F D- I w p Z OWWU) -LE❑ w W Z _ x Q w U Q [Y L. WQ�QaW�I-QU❑N WW Z z U3 I} Z Q p z U❑ L" Q W O W O Q U Z I Q F Z Z Q W ZDV L9 UIWQ�F"U ZQZ>-ZIQL'7WtY�C)wQw �h IZrI-Y❑ZwQUWH� Z U C- U D IW U Z Q 0 <f•,Jf- . I ❑J QUI–z 0- <❑ro Z 0 D 9 SHEET NO.: 3 ST -3 STRUCTURAL I FRAMING PLAN JOB NO.: AT010977 ;SUBDIVISION: 375 3rd Street Atlantic Beach I LOT NO.: I 3 - - FLOOR PLAN: I Ellen Golombek 1 DESIGNED: JH REVIEWED: I 's REVISIONS DATE I I i ^A\i APEXs STRUCTURAL ENGINEERING `j111111111 1N L N�t�si f •�• •s e`er � �•� "% �i I, 5166 • : x " STATE OF:��/ 'O,�•. �L P.••� �� 02-08-2019 TYPICAL ROOF DECK. SEE SHEATHING SPECS, SHEET ST -1 TRUSS OR RAFTER TO TOP PLATE W/ �— SDWC15600 INSTALLED FROM BELOW / PLATE AS SHOWN IN INSTALLATION #1 BELOW. WALL SHEATHING TO TOP PLATE W/ 8d COMMON, SPACING PER TABLE 2 ST -1. Y" BETWEEN TOP OF WOOD PANEL AND CENTER OF FASTENERS. PROPERLY WIND LOAD RATED SOFFIT MATERIAL CONTINUOUS @ PERIMETER. SEE TABLE 1: COMPONENT AND CLADDING DESIGN PRESSURES ON SHEET ST -1. STUD SPACING PER TABLE 3: MAXIMUM EXTERIOR WALL STUD SPACING. ROOF BEARING ONLY. TYPICAL WALL SECTION (SECTIONS AT ROOF ARE TYPICAL FOR ONE AND TWO STORY APPLICATIONS) • ANCHOR BOLT (SEE OPTIONS) W/ NUT AND 2" SQUARE WASHER: • EACH SIDE OF OPENINGS • WITHIN 12" OF END OF PLATE SEGMENTS • MAX 48" O.C. OTHERWISE VI WALL SHEATHING TO PT SILL PLATE WITH 8d COMMON, SPACING PER TABLE 2, ST -1 BETWEEN BOTTOM OF PANEL AND CENTER OF FASTENERS. — MINIMUM g" / MAX Y4" GAP BETWEEN BOTTOM OF PANEL AND TOP OF SLAB. a \/\ \/\\/� A EXTERIOR SHEATHING TO RESOLVE WALL UPLIFT AND SHEAR AT SILL PLATE. TYPICAL, UNO. TRUSS TO TOP PLATE W/ SDWC15600 OR H2.5A/T INSTALLED @ INSIDE FACE OF PLATE AS SHOWN* TOP PLATE TO STUD W/ SDWC15600 OR H2.5A/T *SEE INSTALLATION #2 BELOW TYPICAL EXTERIOR WALL STUD ALIGNED DIRECTLY BELOW TRUSS ALTERNATE ROOF -TO -WALL CONNECTION I r I-'IUAL WALL StC; I IUN TYPICAL WALL SECTION NOTES: 1. ALL TOP PLATES ARE TO BE BUILT WITH (2)2x_ NO.2 SYP FASTENED W/(2) ROWS 10d @ 8" O.C. STAGGERED (UNO). MINIMUM 48" LAP W/ MINIMUM (20)10d IN LAP. ADJUST TYPICAL NAIL SPACING AS NEEDED, 2. ALL INTERIOR LOAD BEARING WALLS TO BE 2x SPF @ MAX 16" O.C., UNO 3. 1ST AND 2ND FLOOR BO T TOUT PLATES SHALL BE NO.2 SYP DUE TO FASTENER CAPACITIES, 4. FLOOR -TO -FLOOR UPLIFT CONNECTIONS NOT REQUIRED UNDER JACK AND GABLE TRUSSES, TYPICAL. 5. SEE PLAN FOR ADDITIONAL NON -TYPICAL METAL CONNECTORS AT GIRDERS AND SHEAR WALLS. 6. TYPICAL STUD TO BOTTOM PLATE CONNECTOR NOT REQUIRED AT CRIPPLES BELOW WINDOW SILL BLOCK MIN 1/2"x10" L -HOOK MIN XF 36 KSI ANCHOR BOLT THREADED ROD �- MIN %"ft7x 6" TITEN HD 7--.— MINY2"0x 6" TI}f I'm i,u T� ��nnv ­.— DU I I UIVI FLA I t ANGHUK NU 1 E6: 1. ANCHOR REQUIRED ADJACENT TO EACH SIDE OF OPENING 2. TYPICAL ANCHOR BOLT SPACING IS 48" O.C., SEE PLAN FOR NON -TYPICAL BOLT SPACING. REQUIREMENTS 3. MINIMUM (2) ANCHORS REQUIRED IN ANY SEGMENT OF BOTTOM PLATE. AN ANCHOR MUST BE PRESENT WITHIN 12" OF THE END OF ANY PLATE 4. ALL BOLT ANCHOR OPTIONS REQUIRE NUT AND 2" SQUARE WASHER. 5. INTERIOR BEARING NON -UPLIFT WALLS, IDENTIFIABLE BY CROSS HATCH DEFINED ON ST -1, ANCHORS WITHIN 12" OF PLATE ENDS NOT REQUIRED ANCHORS MUST BE PROVIDED TO MEET OR EXCEED MAXIMUM ON CENTER SPACING & MINIMUM (2) ANCHORS PER PLATE SEGMENT. 1 -HOUR FIRE RATED ASSEMBLIES: FIRE PROTECTION ASSEMBLIES AREI TO BE DETERMINED BY BUILDER AND ARE UNDER THE ENFORCEMENT OF THE BUILDING OFFICIAL. • FIRE RATED WALL COVERINGS REQUIRE A MINIMUM OF 1%" NAIL PENETRATION INTO FRAMING SUPPORTS @ MAX, 24" O.C. • USE GALVANIZED OR STAINLESS FASTENERS IN FIRE PROTECTIVE MATERIALS PER SPECIFIED INSTALLATION DETAIL' • WOOD STRUCTURAL PANEL MAY PE INSTALLED BETWEEN FIRE PROTECTION AND WOOD STUDS (FBC TABLE 721.1(2), FOOTNOTE L). • %" TYPE X SHEATHING MAY SUBSTITUTE WOOD STRUCTURAL PANEL FOR "TYPICAL WALL" FRAMING APPLICATIONS. AT "SW' WALL, OSB OR PLYWOOD MUST BE INSTALLED TO INTERIOR OR EXTERIOR FACEIOF SPECIFIED WALL PRIOR TO FIRE PROTECTION. TOP PLATE TO JACK/KING GROUP:__N / R H2.5A/T OR SDWC15600 GROUP CONNECTOR TO INSIDE FACE OF STUD (1) SDWC15600 SCREW AT OPENINGS 6' OR LESS. 36" < C < $' "(2) SDWC15600 SCREWS AT OPENINGS BETWEEN 6' AND E SEE PLAN OTHERWISE C JACK/KING TRUSS OVER HEADER: TOP PLATE TO HEADER W/ SIMPSON SDWC15600 @ MAX 32" O.C. (SEE HEADER FRAMING NOTES ON SHEET ST -1 FOR ALTERNATES) HEADER FRAMING TYPICAL EXTERIOR WALL ALTERNATE SECTIONS AT ROOF OPT. SDWC STUD -TO -SILL PLATE CONNECTIOIN THROUGH NARROW FACE AT FDN 2y 2%" Pressure treated sill 30 SDWC1 450 at sill plate connection Optimal 22%° 10° 0° Finish: ack E- Coat" Note: Sill plate anchor to foundatiol not shown for clarity. 1 SDWC STUD -TO -SILL PLAT CONNECTION %"min" 4 n �'i rrin Y4" . " (2) SDWC (1) SDWC Note: Stud -to -Bottom Plate shown. AII' they installations similar. 13 SDWC EDGE DISTANCE AN SPACING INFORMATION METAL CONNECTOR E GINEERING cP; j LL. W z O U) S/ U Q C? C� W F- C9) 0 CC1 LU Q a C) z W Lij 0 o X0 z �© Cs w w c rn aw ❑ <ZaTIA < w ❑ L0 u7❑❑� UU�oa J❑ J c Z❑ w U N it zW_j _jZZ0 F c w w m< It 0 p W LL Q O a W 0 W O LL N N❑ U) Oma ZcI.- W 7-wZ�p U7 Zc❑a)- wwwJm❑ZD W <aF <t3Inlww�� LP ww z wF U10w~IIw0Z�c <I❑<JXci-F IZw<L CO <�Z W❑ZwaO�❑ p w- a= c w O W J 0< c Q Z<< 0 ff w 0 0w W 0 u7 0< F w W ixcz ZOw�1 Q<1-wN� ct� X c w W ww z <w_< z ZUJ I>-z<p-ZaU❑L9<W0 Z zQ0 Z}wNwa]Nzzl❑ Z Wwo<,w?-c<�Z���Q Q I< 0�I<Z>-ZUWc < w G F- f- I z F_ F t Z w(3 w F- IY ix D w<� U c 0 I w p Z< 0 UF-?3NILIan<pMF-ZODU L - z SHEET NO.: 0 ST -5 TYPICAL WALL Cl- SECTION IY p JOB NO.: Q AT010977 Fy SUBDIVISION: 0 375 3rd Street Q Atlantic Beach I LOT NO.: z - - FLOOR PLAN: J Ellen Golombek a DESIGNED: C) JH LLJ i- REVIEWED: X W f1 Q REVISIONS DATE Q co W C W U) OA _ F= STRUCTURAL EdN�l9EERING _U LL. • ..,, a N„.9 ®® I C•E O 8 166 z = U ST E O F • 4// W ' ®b Al U '''�ss�aNAL'���•'°`• Q"11#111110% 9