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DocuSign Emelope ID: 63ACE912-8OE6-426E-A3BGFAB31BO55EOF I w WINDOW/ LINTEL SCHEDULE ACTUAL B.O. :ID PRESSURES W H LINTEL LINTEL TIPE NOTES W1 35.6, -38.7 (2) 2-4 4-0 8-0 CAST CRETE LINTEL 8F16-1B/1T DOE S.HUNG W2 35.6,-38.7 (2)3-0 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T DOE S.HUNG W3 35.6,-38.7 2-0 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG W4 35.6,-38.7 2-0 5-2 8-0 CAST CRETE LINTEL 8F16-16/1T S.HUNG W5 35.6, -38.7 (2) 2-4 4-0 8-0 CAST CRETE LINTEL 8F16-1B/1T DBL S.HUNG W6 35.6,-38.7 3-0 2-0 8-0 CAST CRETE LINTEL8F16-1B/1T FIXED W7 35.6,-38.7 3-6 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG EGRESS W8 35.6,-38.7 3-6 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG EGRESS W9 35.6, -47.7 3-0 2-0 8-0 CAST CRETE LINTEL 8F16-1B/1T FIXED W10 35.6,-38.7 (2)4-0 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T DBLS.HUNG W11 35.6,-47.7 2-8 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG W12 35.6, -38.7 2-8 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG W13 35.6,-38.7 4-0 2-0 8-0 1CAST CRETE LINTEL8F16-1B/1T FIXED W14 35.6,-38.7 2-0 2-0 8-0 ICAST CRETE LINTEL8F16-1B/1T IFIXED SEE GENNOTE 26 ID D1 ACTUAL PRESSURES 32.0, -35.0 W 6-0 H 8-0 DOOR/ LINTEL SCHEDULE LINTEL CAST CRETE LINTEL 8RF14-1B/1T DESCRIPTION D. SWING, GLAZED D2 32.0, -35.0 3-0 8-0 CAST CRETE LINTEL 8RF14-1B/1T S. SWING, GLAZED D3 32.0, -35.0 2-8 8-0 CAST CRETE LINTEL 8RF14-1B/1T S. SWING, GLAZED D4 32.0, -35.0 6-0 8-0 CASTCRETE LINTEL8RF14-1B/1T D. SWING, GLAZED D5 32.0, -35.0 16-0 8-0 12"Wx16"H, (3) #7 T B, #3 STIRRUP @ 6" OC WITHIN 36" OF ENDS 4 PANEL SGD D6 32.0, -35.0 6-0 8-0 CAST CRETE LINTEL12RF14-1B/1T ID. SWING, GLAZED SEE GEN NOTE 26 PROJECT SPECS: 1. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. 2. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34. 3. INSULATION: R20 SPRAYFOAM @ CONDITIONED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES. 4. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT I 1 I I � .tom FLOOR PLADIMENSIONED � SCALE: 1/4"= V-0" PROJECT D SCRIPTION NEW CONSTRUCTION OF A 1 STORY RESIDENCE. Z N G IMF MATION: parcel id: 3229�241-0001-000-0 AG-5 (unincorporated St Lucie County) flood zone: X UTILITY INFORMATION: gas: none sewage: septic potable water: well AREA CALCULATIONS: conditioned living area 2,852 sf carport 452 sf covered rear porch 937 sf covered front porch 165 sf total building area 4,406 sf conditioned volume 27,094 cf SLOPE AS PER ELEV ROOF: METAL PANEL OVER PEEL/STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS. PE TRUSS AS PER FRAMING PLANS - INSULATION AS PER GENERAL SPECS SEE FRAMING PLANS OR CONNECTOR SCHEDULEJW/ METAL DRIP OVER PT WOOD DRIP OVE2x6 CEDAR FASCIA TO TRUSS ENDS W(2) #16d NAIL, 4.25" TRUSS HEEFIT: STUCCO & LATH PER GEN NOTE34 OVER F VENTS AS PER ATTIC VENTILATION CALCS. LINTELS AS PER DOORANINDOW/LINTEL SCHEDULE SHEET INDEX A-1 floor plan- dims A-2 elevs A-3 foundation, framing A-4 elect A-5 general notes SEE BRG LEGEND T & ELEVATIONS CLG: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD. CONT CMU BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE INTERIOR MONO @ EDGE TUCCO OR HARDI SIDING OVER 8x8x16 CMU W/ #5 VERT U-) 48" OC- 1/2" OR 5/8"GWB OVER R4.1 FOIL INSULATION OVER 314" FURRING STRIP. ;P OPTIONAL CJ/EJ WALLAS PER PROJECT SPECS a FOOTING CURB/RECESS P ' PROJECT SPECS: A-1 GENERAL NOTES: GN-1 41. W" WALL REF AS PER NOTE 16.B/GN-1. DOWELS PER NOTE 17.2/GN-1 SOG/FILUCOMPCTION AS PER FOUNDATON PLAN AND NOTE 17/GN-1 FOOTING AS PER FOUNDATION PLAN z SCALE: 1/2"= V-0" & FOOTING SCHEDLE ...... = I ° GRADE AS PER SITE TYP WALL SECTION LINTEL AS PER WINDOW/DOOR SCHEDULE DOOR & WINDOW BUCK AS . PER NOTE 26.2/GN-1 FLASHING AND SEALING AS PER NOTE 26.7/GN-1 WINDOW FRAME W/ FLANGE, ATTACH TO MASONRY/CONC AS PER MFR SPECS 12200- HiWind MASONRY SILL BY CASTCRETE EXT INT` TYP OPENING BU OR SCALE: 1 =. 1,_0„ ,". LIANCE ST LUCIIE COUIVTV BOCC WALL LEGEND ID DESCRPTION SPECS THICKNESS ON FLOOR PLAN REINFORCED CMU WALL W/ FINISHES SEE TYP WALL SECTION 9" REINFORCED CMU WALL 'WO/FINISHES SEE TYP .WALL SECTION 8" REINFORCED CMU COLUMN SEE FLOOR PLAN File Cn, . •• VARIES NON LOAD BEARING INT WALL SEE PROJECT SPECS ON A-1 4.5" LOAD BEARING 2x4 WALL N/A NONE 4.5" FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING 2. FAUX BEAM 3. TYP CARPORT BEAM: CASTCRETE BF20-1B/2T IO' TOB. 4 TYP REAR PORCH BEAM: CASTCRETE 8F16 1B/2T 10' TOB. 5 TYP FRONT PORCH BEAM: CASTCRETE 12F15-16/ZT 10-2'TOB. A6 TYP COLUMN 12"x12"x8" CMU, 4 #5 VERT, #3 TIE @ 16" OC 7.22 X30'. RO MIN ATTIC ACCESS. E O U Q _ U) y C U __ (D CL c r 0 10 In = Q CL 0) = c COo (DM (5 m �U O; v^' N.Q 2) y _ `y ) U LL ,J "- LC U F U W 0 o: a U U a m i r 0 W a O w w 0 a _I M w LL Z U W U 3 a LU W`^ Z N J 1� 5 c9 ® -�0LIJ w ❑ LL o LPL_ (p W ;_ Chi o a Jis 0 w W Z >-a U) cw cis w _ Ex F L o Z V 00 o z Z M W w w ❑ z a m z 5 a of 2 to W ❑ 1 vi f J J a 0 c l Z E o W � m O m U a a W F Q N U i6 � 0 floor plan- dims 4/5121 SHEET A-1 CRowSpnetl by: rwA UtJac,v� E935FAF30E92486._ 5/6/2021 gyp' !O y.�CIS P. L/FeY '.9 AR97108 h AINN . v C WINDOW/ LINTEL SCHEDULE B.O. NOTESID PRESSURES W H LINTEL LINTEL TYPE W1 r` 7:'2�r1.a, 2r`2-UTI .b` 80 .!,�rl _....TCR %LM1I'1' MX Ord. W'r:,�"�;a, (� 3,r, r,>w:, Jl„x:`II:: W2 34.4, -37.2 (2) 3-0 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T DBL S.HUNG W 3 T A' i. �:M 4 3 4 7 2 ,,, 2-0 _ 5- . � ':. M 8 0 4 l I CA'.� IRE I 'Y k i 1 9 fill': r 9 11 d M1 4 a L 'S ,r Jd l d W4 34.4, -37.2 2-0 5-2 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG W S 34 4:• 37?y,�, N l {-2�'' �9 -_, , ,. �` - 8 0 CASY CRETE ILINTEL 8F16'1!�;��, r���� )S9' W6 34 4, 37 2 3-0 2-0 8-0 CAST CRETE LINTEL SF16 1BAT FIXED W7 34 4 3t!P" im S " $ CASTCRETE LI VTEL 8F16 G R♦$ Si7 , W8 34 4 37 2 3-6 5 2 8-0 CAST CRETE LINTEL 8F16 18/1T S.HUNG EGRESS W9 34.4, 45.8!= 3' "__' .,�' CQST CRETE LINTEL SF16 1Br1 §"� °SIX t ,. <�"-, I+ r;''y W10 34A, 37.2 (2)4-0 52 8-0 CAST CRETE LINTEL8F16-1B/1T DBLSHUNG W11 34.4, 45.8 CAST CRETE LINTEL 8F16-1B/1T N S`; G ', .<�";39 , ;, °r.:, W12 34.4, -37.2 2-8 5-2 8-0 - CAST CRETE LINTEL 8F16-1B/1T S.HUNG W13 344 372"�n +.3�-�7` 8?D:' CSTCRETELINT()8F16:7:B/1T _. r., W14 34.4, -37.2 2-0 2-0 8-0 ICAST CRETE LINTEL 8F16-1B/1T IFIXED SEE GEN NOTE 26 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= 1'-0" ACTUAL DOOR/ LINTEL SCHEDULE 10 PRESSURES IN H LINTEL DESCRIPTION Dl{. +32.8,-35.0 ST CRETELINTEL 8RP�410f''.',:` D.SWIN6,(aLA_f�D D2 +32 -35.0 8ST CRETE LINTEL8RF14181T S.SWlNG GLAZED . ED 5T CRETE UI�iEL $RF14-1B/1T S SWIN(r;Lf. v D4 +32.8, -35.0 g6A ST CRETE LINTEL 8RF14-1B/1T D. SWING, GLAZED ^'"Wx16°H, 3) #7 T 8, #3 STIRRUP'@ +32.8, -35.0 OC WITHIN 36" OF ENDS 4 PANEL SGD D6 +32.8,-35.0 ST CRETE LINTEL 12RF14-IB/1T D. SWING, GLAZED SEE GEN NOTE 26 GENERAL SPECIFICATIONS: 1. ROOF: 5V METAL OVER 30# FELT OVER 5/8" COX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN. 2. EXTERIOR WALL STUCCO OR HARID SIDING OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE-112" OR 5/8" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. 3. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. WOOD PE TRUSS 4. CEILING: 1/2 OR 5/8" GWB OVER BOTTOM CHORD. 5. EXTERIOR SOFFIT: STUCCO & LATH PER GEN NOTE 34 OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS. 6. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34. 7. INSULATION: R20 SPRAYFOAM @ CONDITIONED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES. 9. DEFFERED SUBMITTALS ROOF TRUSSES, SITE PLAN, DUCT LAYOUT PROJECT DESCRIPTION SHEET INDEX NEW CONSTRUCTION OF 1 STORY RESIDENCE. ZONING INFORMATION: arcelid: 3 - 229-241 0001- -0 P 000 AG-5 (unincorporated St Lucie County) flood zone: X UTILITY INF ORMATION! gas: none sewage: septic potable water: well AREA CALCULATIONS: conditioned living area 2,852 sf carport 452 sf covered rear porch 937 sf covered front porch 165 sf total building area. 4,406 sf conditioned volume 27,094 cf SLOPE AS PER ELEV ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL SPECS - METAL DRIP EDGE TBD BY ROOFING CONTRATOR PE TRUSS AS PER FRAMING PLANS - INSULATION AS PER GENERAL SPECS SEE FRAMING PLANS OR CONNECTOR SCHEDULE - METAL DRIP OVER PT WOOD DRIP OVER 1 2x6 CEDAR FASCIA TO TRUSS ENDS W/ r (2) #16d NAIL, 4.25" TRUSS HEEL EXTERIOR SOFFIT AS PER GENERAL SPECS LINTELS AS PER DOOR/WINDOW/LINTEL SCHEDULE A-1 floor plan- dims A-2 elevs A-3 foundation plan A-4 elect A-5 general no otes tes *�-..s•..' �t2Y,C '.�t;'su�`+' P 1, SEE BRG LEGEND - &Y ELEVATIOfVg CLG AS PER GENERAL SPECS & FLOOR PLAN MASONRY BOND BEAM & REF AS PER GENERAL SPECS INTERIOR MONO - w " WALL AS PER GENERAL SPECS FOOTING 0 CURB/ RECESS GENERAL SPECS: A-1 - GENERAL NOTES•GN-1-`.:'"•'�'' .. WALL REF AS PER GENERAL SPECS & GEN - - NOTE 16.8. DOWELS PER GEN NOTE 17.2 SOG/FILUCOMPCTION AS PER - - - - FOUNDATON PLAN AND - AS PER FOUNDATION PLAN & GENERAL NOTES 17 . FOFpOTOTTING SCALE:1/2"= 1`'-0$CHEDLE- REINFORCEMENT AS Z - PER FOO nNG SCHEDULE '.:. • .. _ _ •;-T ;`- .'s: ..,sE:�•••rr>:;- GRADE AS PER SITE PLAN TYP WALL SECTION LINTEL AS PER WINDOWIDOOR SCHEDULE - DOOR & WINDOW BUCKAS PER GEN NOTE 26.2 - • FLASHING AND SEALING AS+•AYw�� - PER GEN NOTE 26.7 -•, Y �o R WINDOW FRAMEW/ FLANGE, ATTACHTOMASONRYICON AS v`1r .�0 PER MFR SPECS v SIC H�• HNVind MASONRY SILL BY CASTCRE4E EXT t:•;:.:.- `. INT TYP OPENING BUCK DETAIL SCALE: 1 "= V-0" - WALL LEGEND . - THICKNESS ON FLOOR ID DESCRIPTION SPECS PLAN REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A-1 9" W/ FINISHES REINFORCED CMU WALL WO/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 - 8" REINFORCED CMU COLUMN SEE FLOOR PLAN - VARIES NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A4 4.5" - ZZZZZ= LOAD BEARING 2x4 WALL SEE BRG WALL DETAIL 4.5" FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH - - 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE - - - - FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING - - 2. FAUX BEAM 3. TYP CARPORT BEAM: CASTCRETE 8F20-1 WT. 10' TOB. - 4. TYP REAR PORCH BEAM: CASTCRErE 81718-18/2T.10' TOB. - - - - 5. TYP FRONT PORCH BEAM; CASTCREiE 12FI GAB/2T. 10-2"' TOB. - 6. TYP COLUMN: 12"x12"x8" CMU, 4 #5 VERT, #3 TIE @ 16" OC cc 1_ t�J d 0 E o U Q. = 2 _ N C O' U N a at C'i,__ = O.TO•ca C u __ Q M Qoo u) E d. 0-0_ - Cc0 AM O - @7 N s_ m C O d E M N N M .2)to = � QU+� ^ = 0) UL 0 U U O a Ow m r g 0 w 0 00 a _i CM Q _ W r LL Z w W a� y ® Z „ 1 3 W m n° �I L r ry LL U- C \_ w C a UWW Z c: W v' C U N m_ E z� 0 00 Z g CP �d m 0 0 F LU W O te floor plan- dims 6/13/20 SHE"wE�T ■ F DocuSgn Envelope ID: 63ACE912-8OE6-426E-A38C-FA8316055EOF - - PRODUCT APPROVAL AFFIDAVIT 'BUILDINGGLASS ITEM TYPE IDi D• ••• • •D •• DOOR S. SWIN6, GLAZED ALL 50,-50 - IMPACT IELDWEN any FL 16674.2 DOOR D. SWING, GLAZED 50,50 IMPACT JELDWEN any FL 16674.4 WINDOW S. HUNG ALL 50,60 IMPACT JELDWEN any FL 14095.1 WINDOW S. HUNG ALL 50,150 IMPACT JELDWEN any FL 14095.4 WINDOW MULLION ALL 75 N/A JELDWEN 1"x3" FL 11870.1 ROOFING UNDERLAYMENT ALL N/A N/A Drexel MetShield HT NOA 19-0620.03 self adhered -59.9 field, - ROOFING METAL ALL -81.0 edge -97.5 N/A Hurricane Metal DMC 100 NS NCA 18-0820.03 screw @ 10.5" oc 1.'ID'as per door &window schedule, or all meaning worst case of all similar items of thattype. 2. If building dp are left blank -.see door & window schedule or design pressure chart. 3. This affidavit is onlytoverify product's compliance with wind loads. 4. Unless products are specifically submitted forverification by contractor, they are assumed.. 5. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions toachievethe stated building design pressures. 6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures. 7. 1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. HORIZ BOND BEAM STEEL CAST-CRETE LINTEL DIAGRAM CONT BAR TO MATCH HORIZ OR CORNER BARS W125"LAP MIN F=FILLED WITH GROUT I U = UNFILLED QUANTITY OF q5 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY FOR _ COURSEISTEEL QTY/SIZE PER SPECS, �X y GRAVITY LOAD USE BEAM OR KNCKOUT BLOCK. 8F16-1B/1 T t.. Cx NOMINAL WIDTH QUANTITY OF 95 FIELD < ° CMU WALL ADDED REBAR AT TOP OF NOMINAL HEIGHT COMPOSITE U-LINTEL FOR s... .r,' UPLIFT LOAD ti \Y _. #b FIELD ADDED REBAR AT �Y.TOP OF COMPOSRE - HORIZ BOND BEA M STEEL 'U-UNTELMIN. (1)REQ'D yy r. x .. 1-VY' CLEAR f SECTION ELEVATION CHANGE- ELEVATION VIEW - -+ — _.._.—FELD PLACED C.M.U. to 3 > _ —P..' — — _ '� O GROUT P I - 2 ° M5 FIELD ADDED REBAR AT • • BOTTOM OF U-LINTEL CAVITY CORNER BAR W125" LAP MIN ` ` I - TO MATCH HORIZ SIZE, QTY � BOTTOM REINFORCING > I ° 73/8" ACTUAL PROVIDED IN U{INTEL + 8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) HORIZ STEEL INTERSECTION- PLAN VIEW CORNER- PLAN VIEW BOND BEAM/ LINTEL CONTINUITY DETAILS SCALE: NTS REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY ROCC I ! li I I I +"leCopy i UD r- E O CL ® S O U N t r O Co Ln cn= m 0 M Q% L = � � Q r N O U M LO LL 11tr U U w O a U LL w w 0 a w 0 ❑ a J J L U Z w w W U 3 W ® zd U L/ U) U a Z ul Z 0 W 'e m z Q J L L w I�w (/■ ❑ LL LL" a `y W K p� �ry V V F rc a I- `^ U) C w x w `\J E F Ww O Z z �.0 VMM z W � Z ❑❑Z Q z of 0 0 J J a H UJ W 0 U 0 0 I L elevs 4/5/21 SHEET -2 �r, ocuSignetl by: ❑ E �c ED248O.t V ■ . 35FAF3gE92486... 5/6/2021 F-0R� 1SPU 9 G Eg •. AR97108 C4V S LEFT ELEVATION RIGHT ELEVATION X rFREo aRc� SCALE: 3116"= V-0" SCALE: 3/16"= V-0. =W D=Sign Envelope ID: 63ACE912480E6-426E-A3BC-FA831BOSSEOF SHADED:TRUSS ROOF RAFTERS TO TRUSS: BEAR ON JACK POST, STRAP TO JACK POST W/ S. H6 • 2x4 JACK POST: SISTER TO TRUSS VERT W/ 12D @ 12.00 CLG RAFTER: 2x8 @ 24" OC. SISTER TO TRUSS W/ (4)12D NAIL CONNECT RAFTERS @ INTERSECTION W/ 10 BOLT ROOF RAFTERS BYARCHITECT: 2x8 @ 24" OC TRUSS OVERFRAMING -, ROOF RAFTERS TO TP W/ S. TSP FRAME KNEEWALL: SIDING OVER WRB 1/2" PLY OVER OVER — 2x6 MIN @ 16" OC, EA STUD TO TOP/BOT PLATES W/ S. SPH6 OR TSP. BP TO BOND BEAM W/ 11T AB @ 32- OC. ROOF RAFTER LOADS: +530/-436 (EA END) 3. ENTRY PORCH SECTION SCALE: 1/4"= V-0" 2. ENTRY PORCH SECTION SCALE: 1/4"= V-0" ROOF RAFTERS 'P ROOF RAFTER TO / BEAM W/ S. HETA20� / BEAM PER FLOOR PLAN KEYNOTES 1 I 3. ENTRY PORCH SECTION SCALE: 1/4"= V-0" ROOF RAFTERS •REINFORCEMENT F1 SOG, MONO FOOTING SCHEDULE .• 20"xCONTx18" U-0" (2) #5 CONT BOT F2 SOG, MONO 20"xCONTx18" 4-4" (2) #5 CONT TOP/BOT F3 SOG, MONO, INTERIOR @ EDGE 20"xCONTx18" 0'-0" (2) #5 CONT TOP/BOT F4 SOG, MONO 40"x48"x40" 4-4" #5 @12" OC EW TOP/BOT FS MONO, COLUMN 40"x 'WO" 4-4" #5 @12" OC EW TOP/BOT 2x4 X BRACING @ 48" OC W/ (2) 12D EA END 8 TRUSS VERT 9 1. * 1L MATCH TYP SOFFIT FASCIA UNO SIDING OVER WRS OVER 12' COX PLY GABLE END TRUSS BY MFR 2x4 BLOCKING @ 48" OC 2x4'12 STIFFENER AS RED BR MFR. ATTACH TO END TRUSS VERTS W/10D @ 6' OC UNO. TRUSS VERT TO END WALL W/ S. HETA20 OR HGAM10 @ 32. OC FOR MASONRY/CONC. FOR FRAME WALL USES. HGA10 @ 24- OC. CONT 2x4 LATERAL BRACING @ 48" OC, ATTACH TO EA TRUSS BC (IN LUDING END) W/ (2) 12D. END WALL ATTACH TO ND TRUSS BC W/ S. H25 8' GABLE END WALL BRACING DETAIL SCALE:NTS CONNECTION (CXN) SCHEDULE TRUSS ACTUAL A&UAL 'CONNECTED ELEMENTS REACTIONr UPLIFT GRAVITY CONNECTOR ID A truss to n eam locations uno truss CO-1 valley truss to ea supporting truss truss CO-6 A01 truss CO-7 D01 truss CO-7 D08 truss CO-9 G8 truss CID K03 I Itruss I CO-8 1. Connector ID references the connector (CO) schedule. 2. All loads are checked by architect, loads left blank were Checked but are not required to be listed. 3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. 4. If'connected elements' contains'twss', reference loads in truss package. If no reaction points specified use connector for all nesessary points. CONNECTOR(CO)SCHEDULE ALLOW ALLOW e CONNECTED ELEMENTS UPLIFT GRAVITY CITY MFR MODEL IIICO-1 see CXN sched 1810 1 Simpson HETA 20 To truss w/ (9) 30d x 1.5" CO-2 see CXN sched 2035 2 Simpson HETA 20 To single ply truss w/ (10) 10d x 1.5" CO-3 see CXN sched 2500 2 Simpson HETA 20 To multi ply truss w/ (12) 16d To cone w/ (4) .25" x 2.25" tapcon. To truss w/ (10) CO-4 missed or misplaced co-1 1175 1 Simpson HTSM20 30d x 1.5" To conc w (4) .25" x 2.25" tapcon. To truss w 10) CO-5 missed or misplaced co-1 2350 2 Simpson HTSM20 10d x 1.5" To valley truss be w (3) 10d x 1.5". To supporting CO-6 see CXN sched 370 1 Simpson ViCR truss tc w/ (4) 10d. To truss w/ (22) 10d nails. To conc w/ 5 8" TR epoxied CO-7 see CXN sched 3965 1 Simpson I MGT 12" into bond beam. CO-8 see CXN sched 4940 1 Simpson VGTR To truss w/ (16) 1/4" x 3" SDS. To column w/ CO-10. To conc w/ (4) .5" x 5" Titen HD. To truss w (36) .25" x CO-9 see CXN sched 94001 2 Simpson FGTR 3" SOS 1. Refer to connection CXN schedule for connector locations. 2.'QTY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, referto drawings. E 4) ` E O O U U CL M y C C) Q i = Q O 4) O'er -0 Q 3 + C W V (O�1) 7 m 0 p 4) v tCe) (D C �v O 0 N �'in fn 4) N + �[ 0) C O C) C (B J L- LL W O O LL U aW N to 2 F C O LL w pW J W> W O 00 J M a_ I— L+L_ U Z -• W W 3 W (D C) (ij a W LLI 0 W U- m 0 Iwo ■ / ■ W p LL LL W 0 C a� U� w �z�ru U WX EN w L- �W o z�a 00_ itP 002 titu 0 to 5 o. of z c0 w O O z LU w O U W Q 0 foundation, framing 4/5/21 SHEET A-3 E DocuSig ed by: V'AaA�c �1t� E938FAF3OE92486... 5/6/2021 I OF. FCO� �Jf �C1S P. 4FeC .9 AR97108 SCALE: 1/4"= V-0" DocuSign Envelope ID: 63ACE912-80E6.426E-A3BC-FA831B055EOF WRB 024' ALUM OR CU Z COUNTER FLASHING I 4"x4"MIN ALUM OR L SIDEWALL FLASHINiN G UNDERLAYMENT i ROOF SHEATHING SIDEWALL FLASHING DETAIL WRB .024" ALUM OR CU Z COUNTER FLASHING I 4"x4' MIN .024' ALUM OR CU L SIDEWALL FLASHING ROOF COVERING f UNDERLAYMENT� ROOF SHEATHING HEADWALL FLASHING DETAIL ROOF PLAN SCALE: 3/32"= V-0" ATTIC VENTILATION CALL FRONT PORCH 1 165 SFJ 1S01 is8sil 21 29 LF1 15 LF CARPORT _ _ 452 Slo 1_ 1501 434SIl 41 65 LF 16 LF REAR PORCH 1 937 SF 1 1501 goosil 81 94 LF1 12 LF PLUMBING DWV DIAGRAM SCALE. 1/8"= V-0" ELECT PLAN NOTES: 1. SEE GENERAL NOTES 27 ON N-1. 2. GFI PER PLAN & GEN NOTE 27,4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER, DISHWASHER, GARAGE DOOR OPENER. 3. PROVIDE DISCONNECTS FOR WATER HEATER, CU, AHU 4. ALL 12D VOLT BRANCH CIRCUITS SUPPLYING RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT (NEC 210.12(B)). 6 L1--------------------------- L1----------- ------------------------ L1------------ 1 I I I I I N I , w I q W_ km E1 L12- - - - - - - - - - - — I I E- CU SD El El ww SD i i Lt-------------- / E1 ' wvan w -/ E1 / E1 ©� �. 5�° w `♦ I_AtLL1t Et ♦ � E2 E K w w L1 I I I I I I I I I im, ` �L]1 L1 -----� �---------------� L1----------- L1 I W E1 W W L1 I i I Et w w E2 L1 L1 I i I � E3 I `! ERG I E1 ; I E3 E2 ♦\ lI, /n I E1 El w SD E2 / \ \♦ w w W E-OV \ ♦. Et E1SD N W --------� L1 ------ -------- \ \ SD SD L1 E1 w .\ �- fill ♦ E1 ♦ II / E1 / Ell IL o © u I \��// ` L1 --- Lt ---- L1 II FL I I I Et I E1 ALLL11---- 4ZI `\� ��� W ELECT PLAN SCALE: 3/16"= V-0" W ELECT PLAN LEGEND E1 120V DUPLEX RECEPTACLE E2 120V GFCI DUPLEX RECEPTACLE E3 120V RECEPTACLE recessed for tv E4 120V GFCI DUPLEX RECEPTACLE high for tv E5 120V GFCI DUPLEX RECEPTACLE w/ water protected box E6 240V RECEPTACLE- gene backfeed w/ panel lockout E7 120V RECEPTACLE -floor E- ELECTRIC FOR LABLED APPLIANCE Lt RECESSED CAN LIGHT L2 FLUSH MOUNT CLG LIGHT L3 FLUSH LED STRIP LIGHT L4 VANITY WALL LIGHT L5 SHOP LIGHT L6 CHANDELIER LIGHT L7 PENDANT LIGHT L8 UNDER CABINET LIGHT L9 EXTERIOR WALL SCONCE L70 WALL MOUNT READING LIGHT L11 EXTERIOR MOTION DETECTOR LIGHT L12 RECESSED CAN LIGHT -wet location S LIGHT SWITCH EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented EXL EXHAUST FAN WITH LIGHT- vent to roof if vented soffit,: soffit if unvented FL FAW LIGHT COMBO FA FAN W/O LIGHT JB JUNCTION BOX SD SMOKE/CO2 DETECTOR- interconnected, hordwired w/battery TV TELEVISION CABLE GEC TO CWP, UFER, _ INTERSYSTEM NEW UNDERGROUND L1} \ L1 I ALL L71__' rM '11 ♦ � / / 1 ♦♦ N E1 w / 1 ♦ E5 w U � 112 tt �♦♦ ' / L2 ♦ e L1 / / w / / / i �/___________________® REVIEWED F COO ®l; STe LUC, L.1ANCE Electric Load Calculation BOcUNTy ® 220.12 General Lighting Load 3 nime of noor area, including unused space adaptable forruture use. Floor Area= 2413 fe 7,239 va Basement Floor Arm = fe va 220.52(A) Small Appliance Load 1500 va for each 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen. pantry, breakfast room, dining room, or similar areas. # of Small Appliance Branch Circuits=1500 va= 3,000 m 220.52e) Laundry Load it of Laundry Branch Circuits = 1500 va 1,500 va NEW METER Total General Lighting& A ppliance Loatl= 11,739 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at •00% 3,000 va OIVARE mJ0 FMM3001b)ss0,oc0at35% 3,059 va O mRemainder over 120,000 at a5%Total Lighting Demand Load= 6,059 3 8 220.54 Electric Clothes Dryers Qty� Electric Dryer #1 5 00 kw 5. - Qty0 Electric Dryer #2 kw 220.55 Electric CookinRanges, Stove Tops and Wall Oens Qty 1 Electric Range Nameplate 11.00 kwCRY o - kwotY o kw SIZE BY ELECTRICAL Electric Cooking Demand Load= 8,000 w CONTRACTOR 220,51 Fixed Electric Space Heating Loads or All Conditioning Load: Fixed Electric Space He at#cF71as ker AC#VGeo 10 SEER 47on 5.1 kva Fixed Electric Space Heat#:kw AC#a/Geo kva Fixed Electric Space Heat#3kw AC#3/Geo kva 6'MIN. j Fixed Electric Space Heat#4kw AC#4/Geo kva Fixed Electric Space Heat#5 AC#5/Gen kva Total Heat & AC Load = 15,078 va 220.14 Appliance load. -Dwelling Units ELECTRICAL RISER DIAGRAM SCALE: N.T.S. On, Deic'miirm 1 Water Heater 300 1 Dishwasher I,200 1 Refrigerate' IAA 1 Micmweve I'm 0 0 Total Connected Appliance Load = 4,520 va 220.53 Appliance load —Dwelling Uses Total Appliance Demand Load= 3,390 va 220.50 Motor Loads @ 120 Volts Qty Description va(wafts) Qty Description va watts 2 3/4hpPooVSpa Pump 553 1 12hp(: age Dispo M o _ 0 0 0 0 0 Total Motor Load 1,501 va 430.24 Several Motors or a Mg1t1r(s) and Other Load(s) 25% of Largest Motor Load = 141 va Total Motor Demand Load - 1,642 va TOTAL CALCULATED DEMAND LOAD in VOttamperes= 39,169 va TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1ph3W - 163 amps EXISTING SERVICE SIZE NEW AMPS MIMMUM SERVICE SIZE 200 AMPS SERVICE SIZE REQUESTED= 200 amps c0 f_ r E 8r+ V O CL.a O [- 2 E O y W y L— U CD ca CL -02 mtoE:5 + m p C N d.�M_�.0 C `m a1� G—c =.2 N N `_(D + M 0 C _I O V co C to LL ILL U U U W K a U LL W N m F 0 W a 0 w o a 00 0 J Car) Q J � � Z rc W p Z L z 0 W L m G N �,w _I _J � O LL- oLL W (� W W CCf 0 a Q U r w �A (c N E N t.. (1) o o Z (D o CO Z I ~ Z 00 E a 0 a :6 0 w O O_ F- LU W 0 W Q L] elect 4/5/21 SHEET A-4 EDecuSignetl by: ra ULV" E935FAF30E92486... 5/6/2021 r h. O%S P. L/e�q .71 AR97108 Note: Electrical contractor to verify accuracy and completeness of load calculation DocuSign Envelope ID: 63ACE912-8OE6426E-A3BC-FA831BO55EOF Qnere nlr er®f iP'Tl f®ni nec1r%_p1• SOIL BEARING: 2500 psf (assumed) design t 2 e C wind borne debri region, .18 enclosed WIND: 160m h ult risk cat 9 P ( ), xP e9 FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR. REINFORCED CONCRETE IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS: ROOF LIVE LOAD 20 PSF(slope<4:12), 15 PSF(slopea4:12) ROOF DEAD LOAD 7 PSF TC ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS 15 PSP TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOADS: Uninhabitable attics without storage 10 psf Uninhabitable attics with limited storage 20 psf Habitable attics and attics served with fixed stairs 30 psf Balconies (exterior) and decks 40 psf Fire escapes 40 psf Guardrails and handrails 200 lb Guardrail in -fill components 50 plf Passenger vehicle garages 50 psf Rooms other than sleeping room 40 psf Sleeping rooms 30 psf Stain; 40 psf VNEMMI . . COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA SF 160 1 2e 2r 10.0 32.6 -59.9 1 2e 2r 20.0 29.0 -50.7 1, 2e, 2r 50.0 24.1 -38.7 1, 2e, 2r 100.0 20.5 -29.5 Gable 2n, 3r 10.0 32.6 -65.8 2n, 3r 20.0 29.0 -58.8 o Rof > 27 to 45 de g 2n, 3r 2n, 3r 50.0 100.0 24.1 20.5 -49.5 -42.6 3e 10.0 32.6 -81.0 3e 20.0 29.0 -71.9 3e 50.0 24.1 -59.9 3e 100.0 20.5 -50.7 4 10.0 35.6 -38.7 4 20.0 34.1 -37.0 4 50.0 32.0 -35.0 4 100.0 30.3 -33.3 Wall 4 500.0 26.6 -29.5 5 10.0 35.6 -47.7 5 20.0 34.1 -44.5 5 50.0 32.0 -40.2 5 100.0 30.3 -37.0 5 500.0 26.6 -29.5 Garage Door 9'x7' I 1 31.3 1 -35.5 16'x7' I 1 30.1 1 -33.5 1.29 adjustment factor used Gablep�a_n_d{.P_tet Roots }aa.170 v1 I JI I 1 a_ a j Gabs and FblRenh r <a 5 45" Rb Rodb r <B S 4V 17i: h BIYATION a 1 8 ElEYATxw 1 GENERAL. NOTES- residential 1. CODE COMPLIANCE: I -1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the construction of this building. By submitting these construciltnt documents for permit or commencing work, the contractor, hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing codes, including but not limited to, the most current editions s adopted by the state of Florida, of the following: -2020 FBC: RESIDENTIAL, 7th ad i -2017 NATIONAL ELECTRIC CODE -2020 FBC: ENERGY CONSERVATION, 7th ad i i -ASCE 7-16 2. ALL GENERAL NOTES 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQ IREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR WRITTEN CONSULTANTS;BYARCHITECT OR INSTR INSTRUCTIONSSHALL BE CONSIDERED THE COMP LETE CONSTRUCTION U DOCUMENTS. - NOTES SHALL PPLYE EQUALLY TO ALL CONTRACTORS SUBCONTRACTORS 2.2. THE FOLLOWING GENERAL & SPECIFIC O S S L Q , AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. 2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETESET OF DRAWINGS AND ADDENDUM'S TO ALL HE JOB SUBCONTRACTORS ON T AND COORDINATE TH EIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE. DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BE FORE. PROCEEDING WITH ANY INSTALLATION FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GEN RAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE B THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD V41 HOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE A REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 3. ARCHITECT & CONTRACTOR: RELATIONSHIP 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE NER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES TH T THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF I HE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S INCOMPETENCY TO UNDERSTAND THE CONSTRUCTIO q DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR j OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO DIFFERENT THAN THE ARCHITECT. 4. WORKMANSHIP: - - 4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND M06T PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR RESPECTIVE TRADES: - 5. COORDINATION: 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM. FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). 7. CONDITIONS NOT DETAILED: - 7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO PERFORM THE WORK. EVERY CONNECTION, CORNER,: FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FOR A CERTAIN PRODUCT, CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A. GENERIC SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL BYARCHITECT. - 8. VERIFY SITE INFORMATION: 8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN. 9. PRIOR TO ANY EXCAVATION WORK: 9.1. THE CONTRACTOR IS REQUIRED TO LOCATEANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, UTILITIES AND OWNER. CONTACTALL AFFECTED UTILI rY COMPANIES AND INFORM THEM OF THE IMPENDING CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 10. DIMENSIONS: 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS. FOR WORK TO EXISITING BUILDINGS. 11. HEIGHT ELEVATIONS: - 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THEM IN FLOOR SLAB AS ELEVATION 0'-O" (BUILDING ELEVATIONS MAY BE NOTED AS "BLDG EL " OR"EL. "OR "AFF. " ) YELEVATION NOT OTHERWISE DESIGNATED ASA SITE AN ELEVATION IS ON ANY PLANS OTHER_ THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION SITE ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH AY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A REFERENCE DATUM. SITE ELEVATIONS MAYBE NOTE,yID AS: "SEL " OR "_ NAVD" OR "+X.X' ". CONSULTARCHITECT FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING_. 12. AMBIGUITY: 12.1. IN THE EVENT OF ANYAMBIGUITY OR QUESTION WITHIREGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT SHALL INTERPRET THE CONSTRUCTION. DOCUMENTS.' 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 13. FLORIDA PRODUCT APPROVALS/ SUBMITTALS / SHOP DRAWINGS: 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A DISCREPANCY BETW THE FASTENING OF PRODUCTS, CCORDING TO MFR INSTALLATIONAND ARCHITECT'S SPECS, VERIFY W/ ARCHITECT. 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL TO CONFORMANCE CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOSSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSESfrECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION DOCUMENTS. 14. GENERAL STRUCTURAL 14.1. ONCE SIGNED & SEALED BYARCHITECT OR ENGINEE lDESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY T E NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING. T ION AND SHORING SHALL BE DESIGNED TO RESIST ALL C NS RUCT LOADS INCLUDING THE WEIGHTS OF ALL F N HORIZONTAL RIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PS O O AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION PHASE LOADS. 14.3. THE CONTRACTORS TO VERIFY RIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF E CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. 14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE - ROOFS OR STONE ON RAISED FLOORS. 15. CAST4N-PLACE CONCRETE 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE OPTION TO INSPECT THE REINFORCEMENT FOR OVE HEAD BEAMS AND SLABS 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING.A D CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN STRENGTH: -OVERHEAD. SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO O -AUGERGA T PILE TO BE 5000 PSI CONCRETE MIN U S E N 15.3. CONCRETE, RETE N PLACED, HALL HAVEA SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS WHEN LAC S ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH. 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI 318-14, ACI-315 15.5, ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. ARRANGEMENT AND BENDING OF REINFORCING STE EL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI DETAILING MANUALAND THE CONCRETE REINFORCING STEEL INSTITUTE. DONT SPLICE IN MIDDLE 1/3 OF BEAM OR COLUMN SPAN, IFASPLICE IN SPAN IS UNA IOIDABLE, FOLLOW DEVELOPMENT. LENGTH/LAP DISTANCE IF NOT NOTED VERIFY W/ ARCHITECT 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACT RER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC, PRIOR TO PLACING CONCRETE. 15.7. - PROTECT FRESHLY PLACED CONCRETE FROM PREM NTURE DRYING AND EXCESSIVE COLD ORHOTTEMPERATURES. START INITIAL CURING AS SOON AS FREE WATER HA DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. KEEP CONTINUOUSLY MOIS T FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS THAN THAT REQUIRED BY ACI318: -CONCRETE CASTAGAINSTAND PERMANENTLY EXPOSED TO EARTH; 3" -CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 112" INCHES; #6 BARS AND. LARGER, 2" 15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS; ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260 SQUARE FEET. POST -TENSIONED CONCRETE SLABS DN GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS SPECIFICALLY NOTED ON THE PLANS. EXPANSION JC INT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL OF ASPHALT IMPREGNATED FIBERBOARD (ASTM 017 1) 15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATEDSLABS, ETC.) NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVALOF THE ARCHITECT. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHO ING PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 15.11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FL ASH CONTENT. 15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL - REINFORCING BARS AT CORNERS, JAMBS OF OPENIN GS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. VERTICAL WALL REINFORCING SAFE SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND EN HOOK LENGTHS AS PER ACI 318 OR FBC UNO. -TIES/STIRRUPS TO START ATA DISTANCE FROM SUPI DORT OF 112 TIE SPACING 15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTH R THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERS WITHOUT A RCHITECT'S APPROVAL. 16. CONCRETE MASONRY: 16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13, "BUILDING CODE REQ FOR MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES". 16.2. MASONRY STRENGTH (Pm DESIGN) UNO: -BLOCK STRENGTH =1900, ASTM C90 MORTAR STRENGTH = 1800, TYPE S -GROUT STRENGTH = 2000 16.3.. GROUT SHALL HAVEA SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED. AND CONFORMING TO THE TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS, NOTED D OTHERWISE AND E TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, OA LINTEL LENGTH IS +/-AS LONG AS MIN BRIG IS MET.. DOORIWINDOW LINTELS CAN BE DEEPER(TALLER)THAN -. SPECIFIED BUT NOT SHORTER. 16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. - 16.11. BONDITIE BEAMSILINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN BOND BEAM ELEVATION. 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W1(1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS, 17. FOUNDATIONS: 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILL TO BE CLEAN GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY& RECOMEND SITE PREP. 17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO. For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE. 17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 W WF MIN WITH MESH UP CHAIRS OVER 6 MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE LINO. SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANT' CORNERS. 17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO MATCH LONGITUDINAL REBAR. 17.5. SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE 17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED. 17.7. SLAB FINISHES UNO: -MAIN BUILDING:. STEEL TROWEL FINISH -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM -DRIVEWAY, DRIVEWAYAPRON, PORCHESIPATIOS: LIGHT BROOM 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/8"/FT. 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 17.10. RECESS SGD &-GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIERIMFR. 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX. 18. STRUCTURAL STEEL: 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM. TO ASTM A-36 AND THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A- 3 TYPE E F =35 N S 5, (y KSI). 18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1 A "STRUCTURAL WELDING CODE". USE E70M ELECTRODES LINO. 18.3. ALL STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 ORA490 BOLTS" BY THE AMERICAN INSTITUTE OF STEEL. CONSTRUCTION. 18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD). 18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT. 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: - 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'SOR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 GA 20. HVAC: 20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS DUCTS, RETURN AIR GRILLES AND SUPPLY GRILLES ETC SHALL BE DETERMINED.BYA HVACLICENSED CONTRACTOR.OIF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. 20.2. PROVIDE MANUFACTURED CONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURER'S SPECIFICATIONS. 21. WOOD FRAMING 21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID19%s (Fb FOR LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR. WALLS) TO BE #2 S.F.F. OR BETTER. 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE. TREATED. ALL WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 CCA. 21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS: -2x4- 10d COMMON NAIL @ B" OC EACH LAYER STAGGERED. -2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER -Zd0- 4 ROWS 10d COMMON NAIL @ IT OC EACH LAYER. -2xl2- 5 ROWS 10d COMMON NAIL @ IT OC EACH LAYER. -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED 21.4. LAMINATED TIMBER ELEMENTS (BENTS. BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, -.ETC.: -FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) 21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND 24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E =. 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL BEAR AN APPROPRIATE GRADE STAMP. CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN200. ERECT WITH CROWN OR CAMBER UP. IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT WITH MINIMUM CAMBER STATEDABOVE. 21.6. LAMINATED LUMBER AND."I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S INSTRUCTIONS. 21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 14' x 2.75" TAPCON @ 32" OC/8" ENDS. - 21.8. ALL WOOD NAILING AS PER FBC R 602.3 UNO. - 22. PLYWOOD SHEATHING:. 22.1. ALL PLYWOOD SHALL BE C-D OR GC SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS. 22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD. 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. NAIL SPECS: ASTM F1667 RSRS-03 (2Y2".x0.131") 22.4. - FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK. GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF EAVES/RIDGES/GABLES. 22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE. SPACE FASTENERS 6" FIELD, 6" EDGE. 22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND-6d RINGSHANK GALV NAILS.. SPACE NAILS 12" FIELD, 12" EDGE. ONLY ALLOWED WHERE TRUSS ENGINEERING SPECIFIES_ 23. PIE TRUSSES: ABBREVIATIONS: 23A. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT. EXPRESS WRITTEN AUTHORITY AS ANCHOR BOLT - FROM THE ENGINEER AND ARCHITECT. A/C AIR CONDITIONER 23.2.. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING, AHU AIR HANDLING UNIT 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH AT ACOUSTICAL TILE DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED. 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS B.M. BENCH MARK BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL BM BEAM FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE BC BOTTOM CHORD MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. BLK BLOCK 23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING BO BY OWNER. THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO- BOTT BOTTOM TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THATTHE CAPACITY OF THE TRUSS BP BOTTOM PLATE ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY CJ CONTROL (CONSTRUCTION) JOINT SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION. CL CENTER LINE 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN' CLG CEILING LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC. CLR CLEAR 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT CMU CONCRETE MASONRY UNIT THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED CO CONNECTOR TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER COL COLUMN EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD CONC CONCRETE LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR CONT CONTINUOUS ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CU CONDENSING UNIT OR COPPER BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.. cW COLD WATER CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS CXN CONNECTION SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS, ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN D NAIL SIZE (PENNY) CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. DF DRINKING FOUNTAIN 23.8. FABRICATORTO SUBMIT SHOP DRAWINGSAND CALCULATIONS FORALL ELEMENTS OVER SIGNATURE DIA DIAMETER AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT DIM DIMENSION PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR DISP DISPOSAL. APPROVAL.. DN DOWN DR DRYER 24. CONNECTORS/FASTENERS:- - DTL DETAIL 24A. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF. UNEXPOSED TO DW DRIVEWAY WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT •E' EXISTING VALUE IS>_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON EA EACH LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EJ EXPANSION JOINT NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EL BUILDING ELEVATION EITHER UNLESS SPECIFIED BYARCHITECT. ELECT ELECTRICAL ELEV ELEVATOR OR ELEVATION 26. EXTERIOR DOORS AND WINDOWS: EW EACH WAY 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S EWC ELECTRIC WATER COOLER SPECIFICATION/ PRODUCT APPROVAL. EWH ELECTRIC WATER HEATER 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"MIN TAPCON OR 6D CASE EXP EXPOSED HARD NAILS OR? NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & EXT EXTERIOR RECESSED 1/4'S6 1/4" MIN TAPCON @ IZ74" END. EXTG EXISTING 26.3. MIN OVERHEAD DOOR BUCK: 2x6 SIDES TO FILLED CELL W/ WEDG ANCH R 24" @ E @ OC MIN, FROM I ENDS. WEDGE ANCHOR TO BE 1Y1" x 6" W/ 2" z 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75" " F1 FOOTING #1 TAPCONS STAG @ 24" OC. - FA FASTENER 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: FD FIELD (FLOOR) DRAIN -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC G R308.4) FE FIRE EXTINGUISHER 26.5.- CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS, FF FINISH FLOOR 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS FIN FINISH .PER FBC R 302.5.E FLR FLOOR 26.7. FLASHING AS PER FBC R703.4.AND REFERENCED FMA/AAMA DOCUMENTS. FP FIRE PROTECTION 26.8. GLASS TO HAVE: LOW-E, U-FACTOR s0.4, SHGC <- 0.25 EPS EXPANDED POLYSTYRENE 26.9. SIZES ARE. NOMINALAND CAN VERY +/-2" IN SIZE IF EGRESS IS NOT EFFECTED. FTG FOOTING FT FOOT (OR FEET) 27. ELECTRICAL & LIGHTING NOTES 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND GALV GALVANIZED EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR. IF LAYOUPSIZING IS PROVIDED GFI GROUND FAULT INDICATOR ELECTRICAL CONTRACTOR TO VERIFY. GSF GROSS SQUARE FEET 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. GWH GAS WATER HEATER 27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBCR 3902. GWB GYPSUM WALL BOARD 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. HB HOSE BIB 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314. HC HOLLOW CORE 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH. SMOKE ALARM AND COMPLY WITH FBC R315. HDG HOT DIPPED GALVANIZED 27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. HORIZ HORIZONTAL HW HOT WATER 28. PLUMBING: HWH HOT WATER HEATER 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL BE DETERMINED BY LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO IN INCH VERIFY. INT INTERIOR 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC CT LAY UT/ IZIN HA EXACT O S G SHALL BE BY A LICENSED SEPTIC CONTRACTORS AND ADHERE TO 64E-6, F.A.C. JT JOINT - 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. MAX MAXIMUM 29. ROOF PENETRATIONS: MEP MECH/ELECT/PLUMB 29.E VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER MFR MANUFACTURER DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT MIN MINIMUM MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE MO MASONRY OPENING ROOF PLAN. CONSULT ARCHITECT IF ROOF. PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. MW MICROWAVE 31.. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: - NIC NOT IN CONTRACT. 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: NTS NOT TO SCALE 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10. NSF NET SQUARE FEET 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 31.4. WALL/CLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450 L-1 LINTEL #1 LF LINEAL FOOT 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY OA OVERALL OC ON CENTER 33. MISC: OAS OR APPROVED SIMILAR 33.1. ROOF SYSTEM & FLASHING AS PER MFR fNSTRUCTfONS. 33.2. GUARDRAILS AS PER FRG Raaa PL PROPERTY LINE OR PLATE 33.3. STAIRW AV AS PER con Rai a T PLY PLYWOOD 33.4. MEP SYSTEMS 1'+ BFE, AS PER FBC R322.1.6. - PT PRESSURE TREATED 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1. PVC POLYVINYL CHLORIDE USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. R RADIUS 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. - RIA RETURN AIR 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. RCB REINFORCED CONCRETE BEAM 33.9. RROVIBE BRaFT STOPPING IN T14E FORM OF 19 PLY OR GIAB TO FLOOR n A n ASSEMBLIES- RCC REINFORCED CONCRETE COLUMN THAN 1,0006F AS PER FRG Rana "e - RD ROOF DRAIN REF REFRIGERATOR 34. FINISHES: REINF REINFORCING 34.1. GWB: MOISTURE RESISTANT GWB @ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. REQ : REQUIRED - USE 5/8" TYPE X GWB A ON GARAGE CEILING IF CONDITIONEDMABITABLEREA ABOVE. GARAGE RNV RIGHT-OF-WAY 81EPARATIGN WALL TO HAVE A MINIMUM OF ONE 1/2"LAYER OF GWI3 ON THE GARAGE SIDE OF WA6LAS RTU ROOF TOP UNIT 34.2. PER FRG Rand c FEE DOOR n_En NOTE oc c EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A FOR EXTERIOR CEILINGSISOFFITS USE MIN. 5/8" S. SIMPSON (MFR) STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD@ 6" OC SBS STYRENE BUTADIENE STYRENE W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE A SEL SITE ELEVATION VINYL CONTROL JOINT IN STUCCO. SF SQUARE FOOT 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC. Sim SIMILAR TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. SK SINK SOG - SLAB ON GRADE SS STAINLESS STEEL STAG STAGGERED TBD TO BE DETERMINED TC TOP CHORD THE TO MATCH EXISTING TOB TOP OF BEAM TOB TOP OF COLUMN TOS TOP OF SLAB TP TOP PLATE TPO THERMO PLASTIC OLEFIN TYP TYPICAL. UG UNDER GROUND UNO UNLESS NOTED OTHERWISE. VB VAPOR BARRIER VERT VERTICAL VTR VENT THRU ROOF W/ WITH WA WASHER MACHINE WP WATER PROOF WD WOOD WWF WELDED WIRE FABRICIMESH # POUND OR NUMBER c E 0 0 ` j = 0 U Q� d C= 0 = _ "tC5 M a)U) CL Co "p 8 =.= y h1n E a ao't ��rn11_ m r S N N ._ m C O � 0 1 C'M N -N. �'0) (Dr N ~ Q G c -1O V M 0 C -I LCD ILL. LL L) O 0 U 0 a U U w Q. t- W 0 11 0 0 z M a J ,It M a w Q J 0 w F II U z LII 3 W ® L_ (1) a P1 LL w N Z W -t Z 0 W >_ 0 LL 03 03 z z Q J w =11110 - 0 J LL LL W < - 0 u` a WX a U w is Qt� I'� �/ w z Q w w �/ co M 0 w W L_ ^, W 0 o 0 w zo 00 z It r z w Mrl� w < 0 a 0 5 w C6 z c9 w 0 0 J < 1-- z W 2 2 O U W Q 0 0 general notes 4/5/21 SHEET A-5 E ocuaigned by: VaAn U(,)ei.l.I^ 935FAF39E92480... 5/6/2021 r4, R97108 ..