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Home My WebLink AboutBUILDING PLAN PAGE 31-46WALLS C XDD CC C 4'-0" TYP DIAPRHAGM BOUNDRIES CASE 1 FRAMING ROOF SHEATHING FASTENER SPACING ZONE COMMON NAIL SIZE LENGTH & GAGE DIAPHRAGM BOUNDARY OTHER PANEL EDGES FIELD BLOCKING REQUIRED A 8d (2-1/2" X 0.135") DEFORMED SHANK 2-1/2" 4" 6" YES B 8d (2-1/2" X 0.135") DEFORMED SHANK 4" 6" 6" YES C 8d (2-1/2" X 0.135") DEFORMED SHANK 4" 6" 6" NO D 8d (2-1/2" X 0.135") DEFORMED SHANK 6" 6" 6" NO NOTES: 1. APA RATED SHEATHING PLYWOOD PER PS 1 (MIN 19/32") 5-PLY SPAN RATED 32/16 2. MINIMUM 2" NOMINAL WIDTH OF FRAMING MEMBERS SOUTHERN PINE OR DOUGLAS FIR -LARCH AT ADJOINING PANELS & EDGES 3. PLYWOOD SHEATHING SHALL BE ARRANGED WITH THE LONG DIMENSION SET PERPENDICULAR TO THE TRUSSES SEE DIAGRAM CASE 1 ROOF SHEATHING FASTENING NOT TO SCALE �F m_ f GABLE ROOFS 8<70 �I` r HIP ROOFS 7° < 6 5 270 e t ht 0570 Q hI I ! 7" < 0 < 270 FIGURE R301.2(7) 'AND CLADDING PRESSURE ZONES HOUSE WALL COMPONENTS AND CLADDING WIND PRESSURES ZONE EFFECTIVE AREA (FT) WIND PRESSURES (PSF) POSITIVE SUCTION INTERIOR 10.0 76.4 -82.9 INTERIOR 20.0 73.0 -79.4 INTERIOR 50.0 68.4 -74.9 INTERIOR 100.0 65.0 -71.4 END 10.0 76.4 -102.3 END 20.0 73.0 -95.4 END 50.0 68.4 -86.3 END 100.0 65.0 -79.4 GARAGE WALL COMPONENTS AND CLADDING WIND PRESSURES ZONE EFFECTIVE AREA (FT) WIND PRESSURES (PSF) POSITIVE SUCTION INTERIOR 10.0 67.7 -73.5 INTERIOR 20.0 64.7 -70.4 INTERIOR 50.0 60.6 -66.4 INTERIOR 100.0 57.6 -63.3 END 10.0 67.7 -90.7 END 20.0 64.7 -84.5 END 50.0 60.6 -76.5 END 100.0 57.6 -70.4 TES: 1. ULTIMATE PRESSURES SHOWN ABOVE ARE CALCULATED USING Vult. TO CONVERT TO NOMINAL DESIGN PRESSURES, MULTIPLY BY 0.60. 2. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACES. 4. END ZONE LOCATED 12'-0"(HOUSE), 3'-0"(GARAGE) FROM EACH CORNER OF THE BUILDING, 5. WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS TO WITHSTAND THE COMPONENTS AND CLADDING DESIGN PRESSURES. WINDOWS AND DOORS SHALL BE PROTECTED WITH AN IMPACT RESISTANT COVERING OR SHALL BE MANUFACTURED IMPACT RESISTANT. BALCONY (NOT INCLUDED) 3'-0 TYP 3'-0" TYP 12'-0" TYP ZONE 3 ZONE 2 ZONE 1 ® 3:12 PITCH ROOF ZONE DIAGRAM NOT TO SCALE 7:12 PITCH 12'-0" TYP 0 I HOUSE 3:12 PITCH ROOF ROOF COMPONENTS AND CLADDING NET DESIGN WIND PRESSURES 7:12 PITCH ROOF ROOF COMPONENTS AND CLADDING NET DESIGN WIND PRESSURES ZONE EFFECTIVE AREA (FT') WIND PRESSURES (PSF) ZONE EFFECTIVE AREA (FT2) WIND PRESSURES (PSF) POSITIVE SUCTION POSITIVE SUCTION 1 10.0 44.1 -70.0 1 10.0 69.9 -76.4 1 20.0 40.2 -68.0 1 20.0 68.0 -72.5 1 50.0 35.0 -65.4 1 50.0 65.4 -67.3 1 100.0 31.1 -63.5 1 100.0 63.5 -63.5 2 10.0 44.1 -121.8 2 10.0 69.9 -89.3 2 20.0 40.2 -112.1 2 20.0 68.0 -85.5 2 50.0 35.0 -99.2 2 50.0 65.4 -80.3 2 100.0 31.1 -89.4 2 100.0 63.5 -76.4 3 10.0 44.1 -180.1 3 10.0 69.9 -89.3 3 20.0 40.2 -168.4 3 20.0 68.0 -85.5 3 50.0 35.0 -152.9 3 50.0 65.4 -80.3 3 100.0 31.1 -141.2 3 100.0 63.5 1 -76.4 GARAGE 3:12 PITCH ROOF 7:12 PITCH ROOF ROOF COMPONENTS AND CLADDING ROOF COMPONENTS AND CLADDING NET DESIGN WIND PRESSURES NET DESIGN WIND PRESSURES ZONE EFFECTIVE AREA (FTZ) WIND PRESSURES (PSF) ZONE EFFECTIVE AREA (FT) WIND PRESSURES (PSF) POSITIVE SUCTION POSITIVE SUCTION 1 10.0 39.0 -62.0 1 10.0 62.0 -67.7 1 20.0 35.6 -60.3 1 20.0 60.3 -64.3 1 50.0 31.0 -58.0 1 50.0 58.0 -59.7 1 100.0 27.6 1 -56.2 1 100.0 56.3 -56.3 2 10.0 39.0 -107.9 2 10.0 62.0 -79.2 2 20.0 35.6 -99.3 2 20.0 60.3 -75.7 2 50.0 31.0 -87.8 2 50.0 58.0 -71.2 2 100.0 27.6 -79.2 2 100.0 56.3 -67.7 3 10.0 39.0 -159.5 3 10.0 62.0 -79.2 3 20.0 35.6 -149.2 3 20.0 60.3 -75.7 3 50.0 31.0 -135.5 3 50.0 58.0 -71.2 3 100.0 27.6 -125.1 1 3 100.0 56.3 -67.7 NOTES: 1. ULTIMATE PRESSURES SHOWN ABOVE ARE CALCULATED USING Vult. TO CONVERT TO NOMINAL DESIGN PRESSURES, MULTIPLY BY 0.60. 2. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACES. 4. ZONE 2 LOCATED 12'-0"(HOUSE), 3'-0"(GARAGE) FROM EDGE OF ROOF AND EACH SIDE OF RIDGE AND HIP LINES. ZONE 3 LOCATED 12'-0"(HOUSE), 3'-0"(GARAGE) FROM ROOF CORNERS. U Z J �o J N M a� cc:, 0 W O (15 N � LL m U o Q W o O W J coQ O Z�ow n > \/J cz o a 'rn omq 06 C.)N Z o m w Wooer =Wo (nN J Lp Z �3 ¢ J LL W _ Ld Q U > N rn J Q� _ cn zN U �ui U p Z (/) Z 0 LLJ QU)� LLI ~ V) Z W Cr)Ld Z il:f O CL 0 p OQ Z_ U 3�: o' 0 L� w U z w 0 w z z 0 LL z 0 0 w 0 m 0 a ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑ JODAH B. BITHE 4WREG. NO. 57396 AM P. STODDARD REG. N"7605 S1.1 OJECT NO. 7-088 CONCRETE BEAM SCHEDULE MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS WIDTH DEPTH TOP BARS "C" OR "E" BARS LEFT "C" OR "E" BARS RIGHT BOT BARS "D" BARS SIZE TYPE SPACING GB1 24" 24" 4—#6 — — 4—#6 — #3 0 10" GB2 30" 24" 4—#6 — — 4—#6 — #3 0 10" G63 14" 24" 2—#6 — — 2—#6 — #3 0 10" GB4 40" 24" 6—#6 — — 6—#6 — #3 1 0 1 10" GB5 24" 21"/24" 4—#6 — — 4—#6 — #3 0 8" GB6 24" 21"/24" 4—#6 — — 4—#6 — #3 0 8" NOTE 3 GB7 24" 20"/21" 4—#6 — — 4—#6 — #3 8" G88 24" 18" 4—#6 — — 4—#6 — #3 0 7„ C131 8" tj 21" 2—#5 — — 2—#5 — #3 0 9" CB2 8" 39"' 2—#5 — — 2—#5 — #3 0 10" NOTE 1 C83 8" 29" 2—#5 — — 2—#5 — #3 0 10" NOTE 1 CB4 8" 16" 2—#5 — — 2—#5 — #3 0 6" C65 8" 25h" 2—#5 — — 2—#5 — #3 0 10" NOTE 1 CB6 8" 27" 2—#6 — — 2—#6 — #3 10" NOTE 1 CB7 8" 32" 2—#5 — — 2—#5 — #3 0 10" CB8 8"/16 48"/55X," 4—#5 — — 2—#5 — #3 10" SEE DETAIL F/S3.5 CB9 8" MIN 16" 2—#5 — — 2—#5 — #3 0 6" CB10 8" 1 BY," 2—#5 — — 2—#5 — #3 0 7" C811 8" 60" 2—#5 — — 2—#5 — #3 0 10" NOTE 2 CB12 8" 56" 2—#5 — — 2—#5 — #3 0 10" NOTE 2 NOTES: 1. PROVIDE (1) ADADD'N #5 LONGITUDINAL REINF MID HEIGHT EA FACE 2. PROVIDE (2) ADD'N #5 LONGITUDINAL REINF MID HEIGHT EA FACE 3. 8" WIDE CURB REINFORCED WITH #5 CONT, HEIGHT VARIES ** CONTRACTOR TO VERIFY ALL BEAM SIZES PRIOR TO CONS7RUC7ON REPORT ANY DISCREPANCIES TO ENGINEER 0.25 LN-1 CONTINUOUS IF SHOWN "C" BARS LEFT SPAN STD 90' HOOK STD 90' HOOK MIN 6" GREATER OF 0.33 LN-1 OR �0.33 LN-2 ri ACC A GREATER OF 0.33 UN-1 OR �0.33 W-2 FOR UN-1 7"E" TOP --LAP SPUCE (IF REQ'D) GREATE BARS " OF BARS RIGHT SPAN OR BARS LET R SPAN LN FOR N-1A 2 „ ' BARS GREATER OF "ER EARS RIGHT FOR SPAN LN-1 OR PAN LN" T2 TOP BARS STD 90' HOOK BOT BARS "D" S/2 S/2 "D" BARS S/2 S/2 BOT BARS BARS S/2 COLUMN STIRRUP SPACING, S (CONTINUOUS THROUGHOUT SPAN UNLESS SPECIFIED) CLASS A LAP OR PILE UN-1 SPLICE F REQ'D LN-2 LN-3 CANTILEVER v TYPICAL CONCRETE BEAM REINFORCEMENT TRUSS FASTENING SCHEDULE CONNECTION UPLIFT UPLIFT MARK FASTENER REQUIRED PROVIDED ROOF TRUSSES (CONNECTOR VARIES FROM TYPICAL FASTENER) O SIMPSON VTCR 0 EA TRUSS CROSSING 120 LB 370 LB © (2) SIMPSON MTS16 1,220 LB 2,000 LB 150 LB UP 1,165 LB UP © SIMPSON LU526 250 LB DN 1,070 LB DN O SIMPSON MGT W/ THREADED ROD 3,330 LB 3,965 LB DRILL AND EPDXY (MIN 12" EMBED) E� SIMPSON DETAL20 + SIMPSON MTSM20 (1-PLY) 2,700 LB 3,355 LB FO SIMPSON DETAL20 (1-PLY) 2,440 LB 2,480 LB © (2) SIMPSON FGTR + (2) SIMPSON HETA16 11,039 LB 11,425 LB OH SIMPSON H10A + SIMPSON MTS12 2,160 LB 2,340 LB ✓O SIMPSON MTS16 930 LB 1,000 LB NEW MASONRY OR CONC%7E LNG. ALL COMMON TRUSSES UNLESS NOTED OTHERWISE HAVE AN UPLIFT LESS THAN 1,810 LB AND A SIMPSON HETAL16 IS SUFFICIENT SIMPSON HETAL 16 CAPACITY: UPLIFT = 1,810 LB (1-PLYWOOD AIE011116. ALL COMMON TRUSSES UNLESS NOTED OTHERWISE HAVE AN UPLIFT LESS THAN 1,340 LB AND A SIMPSON H10A IS SUFFICIENT SIMPSON H10A CAPACIT)� UPLIFT = 7,340 LB (1-PLY) NOTES: - TRUSS FRAMING IS CONCEPTUAL ONLY. ENGINEER OF RECORD TO REVIEW AND APPROVE TRUSS SHOP DRAWINGS PRIOR TO COMMENCEMENT OF CONSTRUCTION. - TRUSSES ARE SINGLE PLY UNLESS NOTED OTHERWISE. - ALL FASTENERS ARE MANUFACTURED BY SIMPSON UNLESS NOTED OTHERWISE. FOLLOW MANUFACTURERS FASTENING SCHEDULE UNLESS SPECIFIED DIFFERENTLY ON PLANS. TERMINATE ALL VERTICAL COLUMN REINF W/ 90' HOOK COLD JOINT- 2 TIES ® T/2 CONCRETE COLD! w ¢ U J N N � a 2 TIES 0 T/2 I. DOWEL BAF MIN 0.25 LN-1 GREATER OF 0.33 LN-1 OR CONTINUOUS — OR 0.33 LN-2 OR 2 TIESJ IF SHOWN CONTINUOUS IF SHOWN CONTINUE "B" BARS OVER 0 T/2 3 4" CUR INTERIOR INTERIOR SUPPORT UNLESS "T" BARS / "T" BARS SPLICE REQ'D 1-1/2" CLR EXTERIO SLAB THICKNESS COLD JOINT 3/4" CUR INTERIOR "B" BARS 1-1/2" CUR EXTERIOR "M" BARS LN-3j LN-1 - LN-2 I" —CANT BAR DESIGNATION: 4T16 WHERE 4 INDICATES SIZE OF REINFORCING BAR T LOCATION OF BAR (T=TOP, B=BOTTOM, M=MIDDLE) MIN 6" MIN 6" 16INDICATES N INCHES TYPICALSTRUCTURAL SLAB REINFORCEMENT CONCRETE SLAB ON GRADE, SEE PLAN FOR THICKNESS AND REINF )10 (1) #5 CONT 8" TE 1 THICKENED EDGE MASONRY WALL ABOVE PRECAST/PRESTRESSED CONC LINTEL (CAST-CRETE OR APPROVED EQ) W/ #5 FULLY GROUTED a v v a BEAM Ls, STIRRUP SPACING T, TIE SPACING T, TIE _D JOINT IF GREATER THAN 3" USE DOWEL BAR CONCRETE BEAM S, STIRRUP SPACING T, TIE SPACING CRETE COLUMN FOUNDATION TYPICAL CONCRETE COLUMN & BEAM CONNECTION bDIA " #3 CLOSED TIES_ (6)#6 TOP OF PILE 14,25' NAVD 71 KIPS COMPRESSI (32 KIPS UPLIFT), 16" I AUGER CAST PILE 5,000 PSI GRO DISCONTINUE THREE REBARS AND FASTEN REMAINING REBARS TOGETHER FOR EASE OF INSTALLATION FOOTING SCHEDULE _ MARK FOOTING SIZE LONGITUDINAL REINF TRANSVERSE REINF REMARKS WIDTH DEPTH TOP BARS BOTTOM BARS SIZE TYPE SPACING WALL WF3.0 3'-0" 1'-4" - (3)#5 - - - NOTE 1 FOOTING NOTES: 1. FRANGIBLE CONSTRUCTION, PROVIDE CONSTRUCTION JOINT IN FOOTING MAX 5'-4" OC MATCH WALL JOINTS SEE TYPICAL FRANGIBLE WALL FOOTING DETAIL CL LINO PILE TIP I 1 1 t (-)21.20' NAVD 35.5 TON TYPICAL PILE MASONRY STEMWALL, SEE PLAN AND SPECS FOR REINF FINISH GRADE FULLY GROUT ALL -_ CELLS BELOW GRADE - - r TOP BARS - 0 d TRANSVERSE REINFORCEMENT — COMPACTED TO 95% MAX BOTT BARS DRY DENSITY (TYPICAL WIDTH UNLESS NOTED OTHERWISE) TYPICAL STEMWALL FOUNDATION NOTES: 1. SLAB REINF SHALL BE CHAIRED AS REQUIRED BY LOCAL BUILDING CODE 00 #3 TIES 0 8" OC 200 L ') #5 VERT REINF (14) #5 VERT REINF �1 -4"------------ 00 L C2 r C3 1'-10" mlop r. 1. is7 (3) SETS #3 TIES 0 8" OC 2EINF C, 2,_0" DC ro SETS #3 0 8" OC (8) #5 VERT REINF (2) SETS #3 TIES 0 8" OC _(8) #5 VERT REINF SETS #3 0 8" OC #5 VERT REINF (10) #5 /-VERT REINF (V I `�(2) SETS #3 TIES 0 8" OC 12 VERT REINF a I (2) SETS #3—/ TES ® 8" OC #3 TIES ® 8" OC 200 ( 'b C6 (2) SETS #3 TIES CAA 8" OC REINF o� u a � � o U W N U In Z N o a d c N ¢ W C4 CS U h O ° F o �ww�c,nm;zW a� yr a�wO�sa �3 oo�mos rr o - �Wwrwm� S°Sw�zF� o�=w aKM r UZ J Soo 0) J � M i J aa) W O N 0 2 a Q.c 0 . o Q 0 O Z0 0W W '^ VJ 7 �Norn o wx W 2 V 0 Nrn W Z = LU O DC_� J ZoU)N IQ 0 L4 0 U CO ILL L\1 v_ cc w LU cq cq Q O c Z N ' LU VJ U LU LJ _J Ld U I) 1 -4"� qO3°a'x8" HEADEDSTUDS 0 12" OC UZ w STEEL COLUMN, O —1'-0"�4"�I SEE PLAN w Ir C-8 o CO a u -'6 �za[ W z W �8" #3 TIES ®8" OCLd x p �\ F 0 CF/] (8) #5 I VERT REINF a0 -!NO #4 VERT REINF 4' -4" i ''n #3 SINGLE LEG STIRRUPS 0 8" OC afO¢'� °p TIES E OC, DISCONTINUE 0 16.87' NAVD ry r DISCONTINUE (2) VERT REINF i SEE DETAILS D&E/54.1 _� CONCRETE COLUMNS r ❑ JOSEPH W. SCHULKE FL. REG. NO. 47048 ❑ JDDAH B. BIT LE REG. NO. 57396 WAM P. STODDARD REO1 NO. 57605 SHEET S1.2 PROJECT NO. 17-088 STEEL COLUMN SCHEDULE COLUMN MARK SC1 SC2 SC3 SC4 SC5 SC6 SC7 SC8 SC9 ROOF QTY:2 QTY:1 QTY:2 QTY:4 QTY:1 QTY:1 QTY:3 QTY:5 QTY:2 X X co X co X UJ X co to N (o (D co N co x V x N x N x = SECOND FLOOR It co co It It (D U) tt cn x x x x FIRST FLOOR BOTTOM OF BASE LL' ELEVATION 15.94' NAVD 15.94' NAVD 15.94' NAVD 28.67' NAVD 28.67' NAVD 28.46' NAVD 28.67' NAVD 27.08' NAVD 15.94' NAVD BASE PLATE (axbxt) 1o"x10"x3/4" BP1 BP2 BP3 BP4 BP5 BP6 8"x8"x3/4" 6"x10"x3/4" ANCHOR BOLTS (4)3/4"x1'—O" (4)3/4"x1'—O" (4)3/4"x1'—O" (3)3/4"x1'—O° (2)3/4"xt'—o" (6)3/4" BOLTS (4)3/4"x1'—O" NA DETAIL L S3.6 / (2)3/4" BOLTS CAP PLATE TYP CP1 CP2 CP2 CP1 CP2 CP1 TYP CP3 REMARKS - - - - - - - - DETAIL L/S3.6 EDGE OF SLAB 0 I (4) 13/16"� HOLES EDGE OF SLAB 0 I (4) 13/16"� HOLES SEE SCHEDULE w J 0 w x° Ld ED 3/16" FOR 1/4" WALL THICKNESS 1/4" FOR 5/16" WALL THICKNESS \NI I I TYPICAL FOR HSS TYPICAL BASE PLATE DETAIL II II II II II STEEL COLUMN, (L ------ _ SEE SCHEDULE 3/4" THICK STEEL PLATE BP1 STEEL COLUMN, 1"-- 6" SEE SCHEDULE II II II II F n II n II CUT HAND HOLE IN COLUMN TO INSTALL NUT AND WASHER, CAP HOLE W/ 1/4" THICK STEEL PLATE CUT HAND HOLE IN COLUMN TO INSTALL NUT AND WASHER, CAP HOLE W/ 1/4" THICK STEEL PLATE T T CONCRETE BEAM 2" EDGE OF SLAB CONCRETE BEAM 12' 3/4" THICK STEEL PLATE STEEL COLUMN, X SEE SCHEDULE N -----�I NI I II II it II II II III (4) 13/16" 4" HOLES BP3 BASE PLATE DETAILS 3/4- THICK 1 —2" STEEL PLATE STEEL BEAM 2" 8" 4" (4) 13/16" HOLES i I I II II II STEEL COLUMN, N 1 SEE SCHEDULE 6" 4" 4" CUT HAND HOLE IN COLUMN CONCRETE TO INSTALL NUT AND WASHER, (--BEAM CAP HOLE W/ 1/4" THICK I STEEL PLATE I I BP4 STEEL COLUMN, 2" 2" SEE SCHEDULE 2" V I I I_ u _ u I II I II — — II II N u 6" HOLES SEE BP5 3" (4) 13/16" 14"� 9" — II II II 00 �I II STEEL COLUMN, g" SCHEDULE _(6) 13/16" HOLES THICK -L PLATE CONCRETE T BEAM I� `5/8" THICK STEEL PLATE CONCRETE BEAM _CAP PLATE, SEE DETAIL STEEL COLUMN, SEE SCHEDULE BASE PLATE, LEVELING NUTS SEE DETAIL ANCHOR BOLT, BEAM OR COLUMN SEE TYPICAL DETAIL TYPICAL BASE PLATE AND CAP PLATE CONNECTION 3/8" STIFFENER R EACH SIDE —(4) 3/4"0 1-1 SPLICE CONNECTION AT ROOF ONLY 3" \ --�3/4" STEEL CAP PLATE 3/16" FOR 1/4" WALL THICKNESS 1/4" FOR 5/16" WALL THICKNESS AND GREATER STEEL COLUMN CONTINUOUS TO WIDTH OF CAP PLATE BOTTOM OF ROOF SHALL BE BEAM WIDTH OR COLUMN WIDTH + 1/2" (WHICHEVER IS GREATER) TYPICAL CAP PLATE DETAIL (4) 5/8„ X 8" ,i NELSON STUDS CONCRETE BEAM ----- 24„ 1 00 T-- 3,. dII L------ —�—L �— � 5" STEEL COLUMN, 5/8" THICK SEE SCHEDULE STEEL PLATE CONCRETE EDGE OF COLUMN BELOW CONCRETE BEAM F----�-- (4) 5/8" X 8" 20" STEEL COLUMN, NELSON STUDS SEE SCHEDULE \ 10" 10" 5/8" THICK STEEL COLUMN, T STEEL PLATE SEE SCHEDULE CONCRETE a — — BEAM —T r---1� 00 1 a II II d- 2" 4" 8» 4" 2" EDGE OF — J� CONCRETE BEAM CP3 CAP PLATE DETAILS U) V) Ld U w O_ BASE PLATE AND ANCHOR BOLTS SEE SCHEDULE n�� FOOTING & I COLUMN STEEL COLUMN SEE PLAN AND SCHEDULE CP1 CONCRETE k�--BEAM 12 5/8" THICK 4" 4" q^ STEEL PLATE 1-1 I--- ---- N II I II —II u I II I II q(3) 5/8" X 8" NELSON STUDS CP2 V3/16" FOR 1/4" WALL THICKNESS 1/4" FOR 5/16" WALL THICKNESS AND GREATER -1i" NON -SHRINK GROUT FIRST F LOOR VAPOR BARRIER I I LEVELING NUT GRADE BEAM OR BEAM TYPICAL STEEL COLUMN AND FOOTING DETAIL TOP OF CONCRETE OR CMU PLATE WASHER WITH HEAVY HEX NUT * - COORDINATE LENGTH OF THREAD REQUIRED WITH PLATE AND/OR GROUT THICKNESS. J "L"- SEE SCHEDULE 1/4" PLATE WASHER WITH 1/2" TYP (2) HEAVY HEX NUTS (NOTE 2) TYPICAL ANCHOR BOLT DETAIL NOTES: 1. SEE SECTION OR SCHEDULE FOR ANCHOR BOLT DIAMETER AND EMBEDMENT LENGTH "L" 2. HEADED ROD WITH TACK WELDED PLATE WASHER MAY BE USED IN LIEU OF DOUBLE HEX NUTS. g„ TYPE "A" CONCRETE TIE BEAM EMBED PLATE, SEE TYPICAL DETAILS DOUBLE CLIP ANGLE CONNECTION PER AISC MANUAL FRAMED CONNECTION STEEL BEAM /-SEE PLAN PROVIDE HORIZ SLOTTED HOLES FOR THERMAL MOVEMENT CMU WALLS TYPICAL BEAM CONNECTION DETAIL 0 o 0 N 3 9 U d d 0 N a 3 W U o O Z ¢ Q h FD N N L' 0 wz FWw�Vpm FOW Ow ¢F a�ZW�R4a F3 �LLwa�=o�=wos oF�oo o=m~�x ra33 w'-�3H- . U 30 rn M J 2„ 8„ 2„ Q c Q rn ti � c W O Lco N 1/2" THICK STEEL coU EMBED PLATE Q W o LU 0 m Q 11 O w zzW I Z go> INSIDE FACE OF (6)3/4 �X5 HEADED N o °' TIE BEAM STUDS WELDED TO O o N c"I = W O g 1/2" THICK STEEL TYP E D W Q � EMBED PLATE �� Z o LLjX (2)1/2"OX8" HEADED Z a J Q STUDS WELDED TO R TYPICAL. AT W10, W12 OR W14 M m LL BEARING AT CMU WALL F" NSIDE FACE OF TIE BEAM /2" THICK STEEL -MBED PLATE 3)1/2"OX8" HEADED STUDS WELDED TO R TYPE "B" TYPICAL BELOW DOUBLE JOIST BEARING AT CMU WALL TYPE "CAT W6 AND 8 STEELA BEAM CONNECTIONS TYPE "F" TYPICAL STEEL EMBED PLATES NOTES: 1. ALL EXPOSED EMBED PLATES SHALL BE HOT DIPPED GALVANIZED. 2. THE CONTRACTOR SHALL COORDINATE AND INSTALL THE APPROPRIATE EMBED PLATE AT EACH JOIST AND BEAM CONNECTION TO MASONRY OR CONCRETE. STEEL BEAM CONNECTIONS F W Q U j N Y �� 1'-0" J �j zz o — N cvl V J U I— '2" THICK STEEL 1BED PLATE )3/4"OX5" HEADED LIDS WELDED TO R 1 TYPE "E " TYPICAL AT W16 OR W18 STEEL BEAM CONNECTIONS 1/2" THICK STEEL EMBED PLATE (6)3/4"OX6" HEADED J STUDS WELDED TO FL 0 Ld 2 U 1/2" THICK STEEL EMBED PLATE (2)1/2"OX5" HEADED STUDS WELDED TO h 0 L� w U Q z rW-1 W Q Ld W a_' < x Ld z _ � O Ld d z z x zz o 0 o p1'Ljj 0 o 0 a_ ENGINEER CERTIFlCATION ❑ JOSEPH W. SCHUD(E FL REG. NO. 47048 ❑ JODAH B. BITRE REG. N0. 57396 WA. P. STODDARD REG. 57605 .1 SHEET S1.3 PROJECT NO, 17-088 1 F21 zI F51 4'-7" 8'-S" 2'-4" 3'-6" 6'-8" I I I I I I I I I I MUM 1112 13 5'-0" 2'-6" 7'-6" 9'-6" 2'-4" 6' Vl 5'-2" 5'-2" -9" 12'-3" 13'-0" I I II I I / I I I I I l I I I I I I I/ I I I I I I I I I I II I I I I I I I I I I I I I f it I I WF3.0 I I -- �-- I I� I I I N i i I I I I I /141 II II I II I II I O II I 3I I I I I I I III I I I I = I I I I II I I I / I II I I I I II I WF3.o00 10 � III I 1 I I I I I I I I I I II I I I 11 I I I I I I 1 I I 1 I I I I L I I I I I I I I I I I I I a I { I oI I I I 16" DIA AUGER CA S7 PILE, 3 T0P OF PILE 14.25' NAVD (TYPICAL UN SS NOTED OTHERWISE) I I I I I n I I °KH =IN =Kv I I I II I I I 1' 1o" 3~ 2'-0" 2'-0" I I I I I II I I I I I I I I I I I Do go I I I ,o I 1 'tD tD I I I I I I I I I I I I I II II I I I I I I I I I I I II I I + I I II N N I I I I I I a0 WF3.0 �— UPLAND PR ESERVATION a E�SEMENT LIMB II I a Wo M ;o / 3 co / r— QI I _ 3.0 0 S T I 13 1 MATCHUNE - SEE SHEI -T S2.2 I I II I I I I � I I 3'-0" PRESERVATION T LIMIT J J Z o8m M N a� Q W Oy J 00 ��U� WoQ oW-j O m Q Z Z W W Q O i CIS N o� Z O N CA = L=L o Q H� W O d m LL L� W L IL, Q cw j N j �m rn j QF- � ZN �LLI U Ld U w W C/) Q 1 � 3 = W 0 = w Z z o E U w Z 0 �. a O 0 m LLI o O a 0 d ENGINEER CERTIFlCA710N ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑JODAH B. BITLE FL REG. N0. 57396 WAM P. STODDARD REG. . 576 � 1E SHEET S2.1 ® OJECT N0. -088 SERVATION MIT � au r wwOUpm3pw O�'2J Ozt Q �-rcpm0¢Jar. �u�wuooU�moS i o wir�LLawz3�� U J J W J D 2 U U) W a 0 0 w w U z w V) w H z 0 a' w z U 0 0 w cn 0 CI- 0 w a Q Q QlJi (.� w _ U _ Ld w H 00� z 0 w 0 0 0 ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑.JODAH B. BITRE FL. REG. NO. 57396 WAM P. STODDARD REG. Na 57605 4/AI S2.3 PROJECT NO. q 17.-088 U J J Q ct Q Q 0 U) 06 W LJ r m� W W Y D 2 U U) O L, W U z W 0 W of F Z O L� QZ W U 0 0 W cn 0 a 0 Of a z 0o o 0) N M ¢° o -m J � co c 'D W o W -J . o m Z�om LLJ go> 2 0 K = W 0 D�� Zo�N t` Z ¢ J LL L'1 U m LL L� Q v > N j �(0 j Qo Z N �W U z Q J ti ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑JODAH B. BITfLE REG. NO. 57396 NiWAM P. STODDARD REG. M 57605 A 4(Y't SHEET 52.4 "1 OJECT NO. —088 0 I N v / I +41.1 -45.0 ■ ■ ■ UPLAND PRESERVATION / N ■ f:PJTRY� EASEMENT LIMIT ■ ■ ■ / ■ hrn MQ; + I ■ / ■ 1 .71' NAVD POOL ■ E(?d.tlF E"1'�ITR)' / 14.6T NAVD � ■ +43.7 / ■ C 15.67-W ■ 1-11 l C: 04 Tri CONCRETE STAIR ON GRADE, SEE TYPICAL DETAIL PLANTER 15.84' NAVD F - +37.6 -44.9 15.92' NAIAD � ;-` MA,S TER f_ EOPOOM O� 15.92' NAVD �m My + I / oN I ■ SC9 C L J O 0) ++ +I ■ ±4aa C3 m HE BA'. 140? CLOSET "a1L 16'-q" LAUL'I:TRY +43. I h a -47.0 + I \ TOP OF MASONRY 18.67' NAVD MN a16 + I C F?ILL TERR/ACi- ■ ■ +42. 1 46.0 MN a v + I 1 +43. 1 -47.0 TOP OF MASONRY 18.67' NAVD m i 1 I'C;rif,«N PowrIER SC3f +41 -47.7. 0 ¢^ TOP OF MASONRY 18.67' NAIAD +40.3 -44.2 PLANTL=R PLANTL=R m TOP OF WALL 13.75' NAVD 41 TOP OF KNIFE EDGETROUGH 15.75' NAIAD 12.17' NAVD BOTT OF KNIFf ED E 15.25' NAIAD 12.17' NAVD _ _- - - - i* SWIA40UT SWIMOUT 13.92' NAVD 13.92' NAVD �10.17' NAVD ------------ 12.17' NAVD 12.81 ' NAVD 13.45' NAVD -� 14.09' NAVD 14.72' NAVD -61 15.36' NAVD +35.8 -39.7 GREAT ROOM FIRST FLOOR 16.00' NAVD ■ -■C `� E PRME-FABRI D -46.2 TAL S I P ■ (BY OTHER ■ ■ 1 .75NAVD ■ ■■■■■■ ■■ ■ -42.4 +42.3 L06 -46.2 $° MASONRY WALL REINF W/ #5 VERT 0 8" OC MATCHLINE - SEE SHEET S2.6 -$�15.67' NAVD i 3" TRENCH DRAIN CONCRETE STAIR ON GRADE, SEE TYPICAL DETAIL WALL LEGEND ■ ■ 8" MASONRY WALL REINFORCED W/ 9GA HORIZONTAL REINF 0 16" OC AND #5 VERTICAL REINF IN FULLY GROUTED CELLS AT THE FOLLOWING LOCATIONS 1. ALL CORNERS AND INTERSECTIONS 2. ADJACENT TO ALL OPENINGS 3. MAX 32" OC 4. AS SHOWN ON PLAN ® 6" THICK CONCRETE WALL REINF W/ #5 VERT AND HORIZ 0 12" OC, MID FRANGIBLE 8" MASONRY WALL, SEE TYPICAL DETAILS FOR CONSTRUCTION SITE WALLS, SEE SHEETS S5.1 AND S5.2 - = INTERIOR NON -BEARING WALL " ®i °_, UPLAND PRESERVATION _.. j / EASEMENT LIMIT +� N^ N^ + I ICJ + I ■ 7 ,r i.i -46.2 LL c.> ■ �", 0 U ■ K ro ■ TOP OF BEAM STORAGE liVO00Rr' OUTL=C ofJ 'C,r'7EA F ; 0 ■ 20.33' NAVD • Z ■ ■ / 0 > C9 ■ � � ■ -� .ro 3 PAR C I • ■ Mh 7h C4 C1CJ CIO + I ■ • ■ ■ • • ■ • TOP OF MASONRY +42.3 NAVD -46.218.67' ELE■ L ■ BA-oi-r�ioomii15.0• `� 4H r'i vi ■+CIISC3 a■ ■■■■ I - - �', +42.3 1 f38.0 t43.7 -46.2 -41.9 WDI�vj S4. 1 -Ss.a q^ 8" MASONRY WALL REINF_ TOP OF MASONRY W/ #5 VERT 0 8" OCR_ 18.67' NAVD CONCRETE STAIR PLAN7NIP / ON GRADE, SEE TYPICAL DETAIL I U C� Z J (0U m J a M `N ti. ¢° c Do 0 Q .0 0 k O W -I � m Q O Z�0w nLu o > vwx/ Q N orn W O 0� N� O W S�W0 C30(nN LJ r z0 Q .ki J M� Z ¢ u- W W Q U �N Y �m J a� T. 0 _ V i C� Z Q CL O J L� LL_ O w W U a z w � 0 w tY � H H Z a O L az z W W O x G. o F 0- O 1 0- ❑ JOSEPH A SCHULKE FL REG. NO. 47048 JFL AHB. BITRE REG. N0. 57396 JAM P. STODDARD RED. NO. 57605 S2.5 PROJECT NO. �wi'17-088 U I CB8 w I II II II II II _ w w - 54.1 � Ir = 80 cc o II I II II If--� = � --- = w w a 2 Z o 53.5 - o = w .. TOP OF CURB I II II II II II I. _ 28.58' NAVD TOB T07B 31.00' NAVD 2Z58' NAVO I rl CB,I CB" (3) ROWS 2x4 BLOCKING BETWEEN JOISTS O �1 U2 �2 o� 0 0^ TOTE 28, 67' NAVD O� ~42 i� 0 N ALUMINUM SUNSCREEN, SEE ARCH DWGS TOB TOTB Lo 31.00' NAVD 31.00NAVD 8.12 NAVD m SLOPE 28.33' NAVD -'� a Lo iiirA U2 NED Y 00 m TOB TOTE r 28.67' NAVD 28.67' NAVD TDB TOB 28, 67' NAVD 28.50' NAVD oFr m io v CN R40 3'-8" O 2 C � r I S3.3 0 ON w rr TOB 28.6T NAVD Y a 3'-4"^ 2' 8" �3 o a CB3 0 B N TOP Ohl STEEL 28.29' I NAVD m ON TOTE 28.671 NAVD ES @ '-0 1 STEE JOI! MD1 MD1 STEEL CB3 BEAM CB3 ROOF AND FLOOR FRAMING NOTES 1. MD1 -DENOTES 1 1/2" DEEP, 22 GAUGE, TYPE "C" GALVANIZED G60 METAL DECK. SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 PROVIDE 4" (t=2-1/2") NORMAL WEIGHT CONCRETE TOPPING REINFORCED WITH 6"X6"-W2.9/W2.9 WELDED WIRE FABRIC MD2 - DENOTES 1 1/2" DEEP, 22 GAUGE, TYPE "C" GALVANIZED G60 METAL DECK. SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 PROVIDE 3" (t=1-1/2") NORMAL WEIGHT CONCRETE TOPPING REINFORCED WITH 6"X6"-W2.9/W2.9 WELDED WIRE FABRIC MD3 - DENOTES 1 1/2" DEEP, 22 GAUGE, TYPE "C" GALVANIZED G60 METAL DECK. SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 PROVIDE 4"-3" (t=2-1/2" TO 1-1/2") NORMAL WEIGHT CONCRETE TOPPING REINFORCED WITH 6"X6"-W2.9/W2.9 WELDED WIRE FABRIC 2. CB-# DENOTES CONCRETE BEAM TYPE. SEE SCHEDULE ON SHEET S1.2 3. STAGGER OR SKEW STEEL JOISTS AS REQUIRED FOR MINIMUM BEARING. 4. STEEL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT PRESSURE OF 55 PSF FOR ENCLOSED SPACE, 72 PSF FOR OVERHANG AND ANY CONCENTRATED LOADINGS SHOWN ON PLAN. PROVIDE ADDITIONAL BRIDGING AS REQUIRED BY JOIST FABRICATOR DUE TO WIND UPLIFT FORCES. 5. • - DENOTES LOCATION OF BOTTOM CHORD JOIST EXTENSION TO BRACE BOTTOM FLANGE OF BEAM. SEE TYPICAL DETAIL D/S3.8 6. SJ - DENOTES SPECIAL BOTTOM CHORD JOIST EXTENSION AT COLUMN SUPPORT. SEE TYPICAL DETAIL J/S3.8 7. SEE DETAIL E/S3.8 FOR TYPICAL FLOOR OPENING FRAMING. 8. JOIST BRIDGING SHALL BE CONTINUOUS, STRAIGHT AND AS EVENLY SPACED AS POSSIBLE. THE CONTRACTOR SHALL COORDINATE ACCEPTABLE CONSTRUCTION TOLERANCES WITH ARCHITECT AND ENGINEER PRIOR TO FABRICATION. 9. PROVIDE CONTINUOUS HORIZONTAL TOP AND BOTTOM CHORD JOIST BRIDGING PER SJI REQUIREMENTS. FIELD WELD BRIDGING TO TOP AND BOTTOM CHORD OF STEEL JOISTS. VERIFY BRIDGING LOCATIONS DO NOT CONFLICT WITH MECHANICAL DUCTS AND ELECTRICAL FIXTURES. BRIDGING SIZES, LOCATIONS, AND CONNECTION DETAILS SHALL BE REVIEWED BY THE ARCHITECT AND ENGINEER PRIOR TO FABRICATION. 10. RXX DENOTES +/- REACTION LOAD AT END OF STEEL BEAM DTOP OF CONCRETE T TOP OF HSS (7YP) 26.75' NAVD 26.42' NAVD 1; RINI @ 3-0" 53.3 k 2"t MID 4" TOP OF STEEL 3 28.83' NAVD Vfs 28.29 NAVD _ 1 K 1 STEEL JOISTS D,. W16x50 4 28.92' VD 2'-8" f TOP OF STEEL @ 3'- 1 28.46' NAVD xc, rvu rwi 29.0 'NAVD 1: STEEL 28.9,' NAVD \02 N TOB RAKE MATCHLINE - SEE SHEET S2.8 v TOB TOB 8F8-X 28.67' NAVD TOTE N 28.67' NAVD TOP OF HSS (TYP)� 26.42' NAVD OPEN TO BELOW BASE FOR, SPIRAL STAIR TOR 28.67' NAVD -12K1 -3 SF TOP Oi ® MAX I 1 -0" OF 2'-6 n 121K3 STEEL JOISTS Oc o_ 1.-7_ 2 S CES 2,_81.• 3• 4 @ 3 -0" 4 C , x R75 I3 TOP 0 STEEL I;.,�m I 28.46 NAVD f ELEVATOR C U OPENING 2 F o o N S3.3 8F8 X TOTE TOS 28.67' NAVD 28.29' NAVD TYPE R3 TOP In C DEiCI€NS19W m TOP OF CONCRETE 2 26.87' NAVD h TOP OF HSS (TYP) � 26.54' NAVD TOB TOB 28.67' NAVD 28.50' NAVD U � to v c6 CB3 CB6 8.75' NA VD 1 -SI 1 104•' SPACE @ 3'-0' MD1 TOS 28.29' AVD mO 0 2 OF STE L ro 9' NAVD N N N 1 k 0 67' NA VD NAVD SPACES @ 3'-0' MD3 1' 111" 4 1 K1 STEEL J ISTS TOP OF TEEL rry12x26 28.29' AVD II Mal 1 K1 STEEI JOISTS R17 121<1 STEEL J ISTS 2 MD3 NAV S3.3 '-4" SPACE © 3'-0 SPACE @ 3'-0' 1" 28 7 ' NAVD 8" j- -j 2'-03" MD2 CB6 o J CB3 D /S4. 1 n N CONCRETE BEAM CB3 CONTINUOUS m O� oN W � Toe TOTE 28.50' NAVD 28.67' NAVD - TOP OF SLAB 28.50' NAVD 6" THICK SLAB o R, 2 In u� ON Tos 28.29' NAVD Oq U � N On) V-114° 2 J D a II W N U V D � W 2 z �wwo a �LLwa U J J Q 0 Q //0 VwxJ W LJ Mr ui W Ld J J � Z 0 Q J D- LL. 0 CD Z zLLLJ LE- ❑ JOSEPH A SCHU FL REG. NO, 47 ❑JODAH S. BITILE FL REG. NO. 57 WAM P. STODI REG. NO 57 SHEET c� �v 7¢°I C2. v PROJECT NC 17-088 Y1 Z U � �U J M m L J Q c N L co co U W o W J • 0ma 2 Ow �o> �x og) W Z0Nrn = W O H W�0x� M ZaJa mLL L� W � W w W Q U W N J Qo � ZN CO � U Y U w 0 Z O f- Q fy w N m O 0 w z a a w a 0 = LJ z a = C) 0 w z z w z o 0 a o w E- �O N 0 d 0 Of a Ir. MASONRY WALL MASONRY WALL MASONRY WALL STRUCTURAL SLAB, - STRUCTURAL SLAB, SEE PLAN FOR SEE PLAN FOR � THICKNESS AND REINF / THICKNESS AND REINF r- FIRST FLOOR p!�_ FIRST FLOOR �, 16.00' NAVD T 16.00' NAVD FINISHED GRADE ��GRADE BEAM, _ SEE PLAN rGRADPELBEAM, AN GRADE BEAM, BASE FLOOD ELEAVATION SEE PLAN BASE FLOOD ELEAVATION � 14.00' NAVD I 14.00' NAVD BREAKING WAVE CREST �� BREAKING WAVE CREST -'.• -� 13.80' NAVD - I I 13.80' NAVD I I I I LI � I I I I I I I I AUGERCAST PILE I (BEYOND) 1"�AUGERCAST PILE \ AUGERCAST PILE F16RSHED ADE (BEYOND) FINISHED Y' `(BEYOND) I RADE I . I I I zN 1 Z^ I c I I I I FRANGIBLE WALL FRANGIBLE WALL I AND FOOTER, I AND FOOTER, SEE PLAN SEE PLAN I I I I • •I I •I I I I SCALE 3/4"=1'-0" STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF CURB VARIES 0" TO 3" FIRST FLOOR #5 CONT 16.00' NAVD VARIES SEE PLAN -�-GRADE BEAM, • SEE PLAN BASE FLOOD ELEAVATION 14.00' NAVD BREAKING WAVE CREST ME N" I 13.80' NAVD �I I Y I I I I � �_II- I AUGERCAST PILE (BEYOND) I FINISHED GRADE I I ZI �N I I I _ I I FRANGIBLE WALL I AND FOOTER, SEE PLAN 1 . •I I I c SCALE 3/4"=1'-0" I I I MASONRY WALL i (BEYOND) COORD GARAGE DOOR THRESHOLD W/ - MANUFACTURER y 15.75' NAVD I SLl I PAVER DRIVEWAY POOL DECK FRANGIBLE CONCRETE SLAB ON GRADE, SEE PLAN 3/8" PE STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF PE FIRST FLOOR._ 16.00' NAVD � --. BEAM, SEE P SEE PLAN BASE FLOOD ELEAVATION 14.00' NAVD -I BREAKING WAVE CREST 13.80' NAVD -AUGERCAST PILE (BEYOND) SCALE 3/4"=l'-O" I I CONCRETE COLUMN (BEYOND) I I I i STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF FIRST FLOOR 16.00' NAIAD GE BEAM, SEE PLAN BASE FLOOD ELEAVATION 14.00' NAVD BREAKING WAVE CREST 13.80' NAVD hAUGERCAST PILE (BEYOND) SCALE 3/4"=l'-O" #5 CONT STEPPING STONE STEPPING STONE 15.63' NAVD FINISHED GRADE FRANGIBLE WALL AND FOOTER, SEE PLAN MASONRY WALL CURB VARIES 0" TO 3" RAILING (BY OTHERS) STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF SLOPE A C J ( - - GRADE BEAM, SEE PLAN I I I I I I I I I I �I I I I I lr\ AUGERCAST PILE (BEYOND) �I� I Ti I Z. I I I I I I I • •I I C SCALE 3/4"=1'-0" STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF FIRST FLOOR 16.00' NAVD VARIES SEE PLAN I J SEE P ��BEAM, l SEE PLAN BASE FLOOD ELEAVATION A�, 14.00�NAVD BREAKING WAVE CREST 13.80' NAVD [..AUGERCAST PILE , ` � <_ (BEYOND) SCALE 3/4"=1'-0" FRANGIBLE CONCRETE SLAB ON GRADE, SEE PLAN 15.75' NAVD THICKENED EDGE, SEE PLAN 3/8" PEJ SCALE 3/4"=1'-O" rl STRUCTURAL SLAB, - SEE PLAN FOR #5 CONT THICKNESS AND REINF 4" CURB CURB VARIES 0" TO 3° FIRS 16.00' NAVD VAR/ES SEE PLAN MASONRY WALL 6,FIRST FLOOR Y 16.00' NAVD GRADE BEAM, SEE PLAN BASE FLOOD ELEAVATIONN p�,_ -r 14.00' NAVD r BREAKING WAVE CREST 13.80, NAVD I I I I I I I I I I I I I 1 AUGERCAST PILE (BEYOND) I I I I I I I I I I I I I I I I I I I I I I I I I I I I STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF SLOPE GRADE BEAM, SEE PLAN 6BASE FLOOD ELEAVA77ON Y 14.00' NAVD BREAKING WAVE CREST / 'Y 13.80' NAVD I ~-AUGERCAST PILE (BEYOND) SCALE 3/4"=l'-O" STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF FIRST FLOOR • 16.00' NAVD GRADE BEAM, SEE PLAN BASE FLOOD ELEAVATION* I 14.00' NAVD BREAKING WAVE CREST OL I 13.80' NAVD AUGERCAST PILE 1 (BEYOND) MASONRY WALL STRUCTURAL SLAB, SEE PLAN FOR THICKNESS AND REINF FIRST FLOOR SLOPE 16.00' NAVD J) GRADE BEAM, SEE PLAN BASE FLOOD ELEAVATION 14.OD' NAVD BREAKING WAVE CREW Y 13.80' NAVD �' I I� I I I I~ I I - I I I� I I � I I V = '�-�AUGERCAST PILE FINISHED - 1 (BEYOND) GRADE = I _ I 5� I I FRANGIBLE WALL I AND FOOTER, SEE PLAN 1 • •I I f n \ SCALE 3/4"=1'-O" I MASONRY WALL ��(BEYOND) STRUCTURAL SLAB, SEE PLAN FOR POOL DECK I I THICKNESS AND REINF FIRST FLOOR 16.00' NAVD FRANGIBLE CONCRETE SLAB ON GRADE, SEE PLAN GRADE BEAM, SEE PLAN 3/8" PEJ-/ BASE FLOOD ELEAVATION 14.00' NAVD BREAKING WAVE CREST 13.80' NAVD L.AUGERCAST PILE (BEYOND) / u � SCALE 3/4"=1'-0" UZ J c)0 rn J Q co J ¢a) �_ '� W Q N LL N ��20) S00U� Z<('- W o Q CD W J CD O Zo0w n Z z W LLI o > 06 Z N � � 0o N g 1 = W (0LLJ D J zo r W O I m LL- M LLJ Z � W w U i N Y `° rn J Qr-- _ ZN "'� run ~ C� 0 Ld W U ra z w � o � vT Gq w o' � 0 a O OL z z L W 0 x a LLJ F U) 0 0_ O 0_ 0_ r ❑ JOSEPH W. SCHUD(E FL REG. NO. 47M ❑JODAH B. BITRE REG. NO. 57396 WAIA R STODDARD . RS . NO. 57.605 SHEET S3.1 tt�ROJECT NO.