Loading...
HomeMy WebLinkAboutBUILDING SITE PLANELECT PLAN LEGEND E1 110V DUPLEX RECEPTACLE E2 110V GFCI DUPLEX RECEPTACLE Lt SHOP LIGHT L2 WALL SCONCE S LIGHT SWITCH FLOOR/ ELECT PLAN SCALE: 1/4"= V-0" 147' EXTG GRA FLOOR PLAN NOTES: 1. EXTERIOR DIMENSIONS ARE TO STRUCTURE FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING 2. 22N30' RO MIN ATTIC ACCESS I GENERAL 1. ROOF: 5V METAL OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN. 2. EXTERIOR WALL: EXPOSED 8x8x16 CMU W/ #5 VERT REBAR @ 32" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE. DOWELS AS PER GEN NOTES. 3. CEILING: NONE, OPEN TO FRAMING 4. EXTERIOR SOFFIT: 3/8" PLY OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS. 5. INSULATION: NONE 6. DEFFERED SUBMITTALS: ROOF TRUSSES N90000'_00'W 300._00' 10' SY setback I I I I I I I I I 15' RY setback SCALE: 1"= 20' EXTG SHED =METAL 7 *0" (16' NAB Ic TYP SLOPE 6"/10' N90°00'00"E 300.00' = 2 1..... i [_ [ _- 3 l L1 L T- __ T [_i C .1 I .... J L ,_ I !.- 1 r 1. Z _I 1 L I �. -_ % I -.I_ 1 a -�1:�1_iLrCIIII_�.f,III., ....I SOUTH ELEV SCALE: 3/16"= 1'.0" EAST ELEV SCALE: 3/16"= V-0" 5/12 SHINGLES SHEETINDEX A-1 floor/elect plan _ A-2 framing/ found A-3 general notes PROJECT DESCRIPTION NEW CONSTRUCTION OF A DETACHED GARAGE ZONING INFORMATION: parcel id: 3402-602-0005-000-6 RS-3 (St Lucie County) lot (approx.): 132'x300' flood zone: X UTILITY INFORMATION; gas: no sewage: septic potable water: well AREA CALCULA7 conditioned living area _ 0 sf garage 760 sf added building area 760 sf extg building area 3,089 sf total new building area 3,849 sf allowable building area (20%) 7,920 sf lot area 39,600 sf conditioned volume 0 cf REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUN BOCC , E ++ $ V ` c C CEO'@ to :. c = Q o. o Lo 0) + C N ^, m0m`4M(D c1 C M 1`' (D N on = co I,- � Q C Or- 0 co c`C LL U. U U v— U IN 00 M W —! N L fQ Q) V A Q W 2 LL U H l) c CIO W U Z M 100 0) Nt 0 floor/elect plan C]�%US SHEET Awl / `?.' ,, c1S P. Q,e,54 9 AR97108 SCHEMATIC SECTION 0 SCALE: 1/4"= 1'-0" NORTH ELEV SCALE: 3/16"= T-0" WEST ELEV SCALE: 3116"= V-0" ELECT PLAN LEGEND E1 110V DUPLEX RECEPTACLE E2 110V GFCI DUPLEX RECEPTACLE 11 SHOP LIGHT L2 WALL SCONCE S LIGHT SWITCH F- — FLOOR/ ELECT PLAN SCALE: 1/4"= 1'-0" D2 +23.1, 261 3 SEE GEN NOTE 26 LINTEL SCHEDULE FLOOR PLAN NOTES: 1. EXTERIOR DIMENSIONS ARE TO STRUCTURE FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING 2. 22"x30" RO MIN ATTIC ACCESS CAST CRETE LINTEL 8F16 1S/1T is. SWING, SOLID PANEL _..._...-._., ..-. .,...- t. 1,..--1t Cnl 11l 0A NCI SCHEMATIC SECTION SCALE: 1/4"= V-0" I I I I I OI 1 M I I I w'- 3I 1 t- 15' RY setback I 1 � - — 15_D/U easement — — GENERAL SPECIFICATIONS: 1. ROOF: 5V METAL COVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN. 2. EXTERIOR WALL: EXPOSED 8x8x16 CIVIL W/ #5 VERT REBAR @ 32" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE. DOWELS AS PER GEN NOTES. 3. CEILING: NONE, OPEN TO FRAMING 4. EXTERIOR SOFFIT: 3/8" PLY OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS. 5. INSULATION: NONE 6. DEFFERED SUBMITTALS: ROOF TRUSSES N90°00'00" 10' SY setback —— — — — -- EXTG SHED =METAL SITE PLAN SCALE: 1 "= 20' 7SYse1bac;k — — N90°00'00' SOUTH ELEV SCALE: 3/16"= V-0" NORTH ELEV EAST ELEV SCALE: 3/16"= V-0" d Z Z Z a S U Cal SHEET INDEX A-1 floor/elect plan A-2 framing/ found A-3 general notes PROJECT DESCRIPTION NEW CONSTRUCTION OF A DETACHED GARAGE. ZONING INFORMATION: parcel id:3402-602-0005-000-6 RS-3 (St Lucie County) lot (approx.): 132'x300' flood zone: X UTILITY INFORMATION: gas: no sewage: septic potable water: well AREA CALCULATIONS: conditioned living area 0 sf garage 760 sf added building area 760 sf extg building area 3,089 sf total new building area 3,849 sf allowable building area (20%) 7,920 sf lot area 39,600 sf conditioned volume 0 cf 10 V d r r E CL « C) N N y C = c— ONCD'� 11 to t=,—CD � of =Q a '@ 3+ m 0Mo CO O O 4) N C N �'� d N + Y O co LL LL U n cr CJ 00 Co W J (D LL. U �Q L V A Q 7t LLJ 2 LL Q LU 0 Co L LLI L) Z m T floor/elect plan -41iPUR SHEET A-1 r '.4eNc1S P AR97108 :'� 00 SCALE: 3/16"= V-0" SCALE: 3/16"= V-0" c'1 I I i I II i --I--1 11 1 I I i FRAMING PLAN SCALE: 1/4"= T-O" FRAMING KEYNOTES 1. FRAMING PLAN NOTES: 1. ALL WALLS SHOWN IN GREYARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL EXTERIOR WALLS 2. REFERENCE PE TRUSS. LAYOUT BY MFR CONNECTION (CXN) SCHEDULE 1. Reference connector 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 'truss', reference loads in truss package. If no reaction points specified use connector for all nesessary points. CONNECTOR 20 T e/ (9) 10a x 1 5 - c : 41 _v x 7 25 tap or misplayed co 1 t i 75- " x _ 7h tapron. cross w, P Gravity/uplift loads reference connection schedule ID. 'truss' listed as a load means to reference loads in truss package. If'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use c 'nectm far all nesessary points. If'connected elements' is left blank, see connection schedule. 'QTY' referes to the number of connectors used per per ea connection (connected elements). If qty left blanks m. fer to drawings. All loads are checked by architect, loads left blank were checked but are not required to be listed. Actual loads listed In this schedule are worst case, actual may be lower than listed but never higher. DROP TRUSS 2x4 X BRACING CAD 48" OC W/ (2) 12D EA END & TRUSS VERT 2x4 BLOCKING @ 48" OC FOUNDATION PLAN SCALE: 1/4"= V-0" FOUNDATION PLAN NOTES 1. SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED ON PLAN FOR CLARIFICATION. THESE DIMS ARE APROXIMATE IF DIMENSIONED ON PLAN, CONTRACTOR TO VERIFY ROUGH OPENING SIZES. 2. SEE FLOOR PLAN FOR DIMENSIONS 24" OULOOKERS @ 24" OC, ATTACH TO DROP TRUSS W/ S. H2A, (2)12D NAIL END TO TC i MATCH TYR SOFFIT FASCIA UNO HARDIPLANK SIDING OVER WRB OVER 1/2" CDX PLY GABLE END TRUSS BY MFR 2x4'L' STIFFENER AS RED SR MFR. ATTACH TO END TRUSS VERTS W/ 1OD @ 6" OC UNO. TRUSS VERT TO END WALL W/ S. HETA20 OR HGAM10 @ 32" OC FOR MASONRY/CONC. FOR FRAME WALL USE S. HGA10 @ 24" OC. CONT 2x4 LATERAL BRACING @ 48" OC, ATTACH J TO EA TRI18S BC (INCLUDING END) W/ (2) 12D. END WALL ATTACHTO END TRUSS BC W/ S. H2.5 I le- S, GABLE END WALL BRACING DETAIL SCALE:NTS LINTEL AS PER WINDOW/DOOR SCHEDULE i DOOR&WINDOW BUCKAS PER GEN NOTE 26.2 FLASHING AND SEALING AS PER GEN NOTE 26.7 WINDOW FRAME W/ FLANGE, ATTACH TO MASONRYICONC AS PER MFR SPECS HiWind MASONRY SILL BY CASTCRETE EXT INT > 6 Z. y TYP OPENING BUCK DETAIL SCALE: 1"= V-0" 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 nr METAL DRIP OVER PT WOOD DRIP OVER 2x6 PT / FASCIA TO TRUSS ENDS W/ (2) #16d NAIL, 4" TRUSS HEEL EXTERIOR SOFFIT AS PER GENERAL SPECS WALLAS PER GENERAL SPECS WALL REF AS PER GENERAL SPECS - SPLICING AS PER GENERAL NOTES FOOTING AS PER FOUNDATION PLAN & FOOTING SCHEDLE- REINFORCEMENT AS PER FOOTING SCHEDULE GRADE AS PER SITE PLAN TYP WALL SECTION SCALE: 1/2"= V-0" T.SEE_B_RG LEGEND CLG AS PER GENERAL SPECS & FLOOR PLAN MASONRY BOND BEAM & REF AS PER GENERAL SPECS b. > > 8 a q p A X— SOG/FILL/COMPCTION AS PER FOUNDATION PLAN AND GENERAL NOTES r0 ti E o E a-+ ^�y V/ _^ O W CL ' 0 Q C. ✓M � m + = eO < M a1 0 of (D O — N .N ti�C p y+ O r?) CLO LL U LL v tC U w w O a U LL U W a S F 0 O 11 W a O w>J W ❑ Z N Q ❑ /00 O �V}J VM ❑ ~ C'7 K J U W /W z a U M, a N z CDa m ®7r z W® W ° _ o Q L Q w �— 0 w ` a ® M w F W cU w w N Z N 2 �\ rrl O a Tr VJ U_ ° Z H W W z Q a z w ❑ 0 F- Z W O U LU Q Cl C] framing/ found 3/12/19 SHEET A-2 e A BASIS OF STRUCTURAL DESIGN: SOIL BEARING: 2000 psf (assumed) WIND: 161mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed design 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 sloe 4.12 15 PSF slo e_4.12 ( p ), ( p ) ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen) 15 PSF TC (concrete tile) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD O 10 PSF BC WALLWIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOAD 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 Stairs 40 psf WIND PRESSURES (asd COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA (SF) 161 1 10.0 13.7 -33.2 1 20.0 13.0 -31.9 1 50.0 12.2 -31.8 1 100.0 12.1 -30.6 2 10.0 13.7 -56.4 Roof > 0 2 00 2 13.0 1 -50.2 to 2 50.0 12.2 -41.7 degrees 2 100.0 12.1 -36.7 3 10.0 13.7 -84.6 3 20.0 13.0 -69.9 3 50.0 12.2 -50.3 3 100.0 12.1 -36.7 1 10.0 1 19.5 -30.6 1 20.0 17.8 -29.4 1 50.0 15.6 -28.2 1 100.0 13.7 -27.0 2 10.0 19.5 -53.8 Roof > 7 to 27 2 20.0 17.8 -49.0 2 50.0 15.6 -43.0 degrees 2 100.0 13.7 -39.2 3 10.0 19.5 -79.6 3 20.0 17.8 -73.6 3 50.0 15.6 -67.4 3 100.0 13.7 -62.4 4 10.0 33.9 -36.7 4 20.0 32.3 -34.4 Wall 4 50.0 30.3 -33.0 4 100.0 28.8 -30.7 4 500.0 25.2 -27.0 5 10.0 33.9 -45.3 5 20.0 32.3 -41.7 5 50.0 30.3 -38.0 5 100.0 28.8 -34.4 5 500.0 25.2 -27.0 Garage Door 9'x7' 29.8 -33.7 16'x7' 28.6 -31.9 1.21 adjustment factor WALLS -# - a 0 s � X � b s tp' GABLE ROOFS. 0 s 10' ter -r` l° ter I O 4 '. t3'. 4a' h 1 10° <0 5 46` GABLE ROOFS 10'<0545" Fm STD I fm[=30 a...I 40R -O., SR5m k c=bfod1n A'.1 j`{ 'e 0, I ±:1 ©*` �' b v � -4- 10" < O S 30' : HIP HOOFS 10, < 0 S. 30' GENERAL NOTES- residential 1. CODE COMPLIANCE: 16. CONCRETE MASONRY: 23. PE TRUSSES: ABBREVIATIONS: 1.1. This project was designed under the following codes. The construction documents cannot referenc®all of the codes require for the 16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING 23.1. LO LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING FIELD VERIFY WITH ARCHITECT EXACT C YING LXI. LNG AB ANCHOR BOLT construction of this building. By submitting these construction documents for permit or commencing Work, the contractor, hereby MASONRY. TRUSSES, DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY A/C AIR CONDITIONER agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing 16.2. MASONRY STRENGTH (Fm DESIGN) UNO: FROM THE ENGINEER AND ARCHITECT. AHU AIR HANDLING UNIT codes, including but not limited to, the most current editions as adopted by the state of Florida, of tho following: -BLOCK STRENGTH = 1900 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING. AT ACOUSTICAL TILE 2017 FBC: RESIDENTIAL, 6th ad -MORTAR STRENGTH = 1800 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH 2017 FBC: ENERGY CONSERVATION, 6th ed -GROUT STRENGTH = 2000 DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED. B.M. BENCH MARK 2014 NATIONAL ELECTRIC CODE 16.3. GROUT SHALL HAVEA SLUMP OF TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS BM BEAM COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL BC BOTTOM CHORD 2. ALL GENERAL NOTES USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT FINAL LAYOUT MY MFR, EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE G SO BY OWNER 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS, IN CASE OF SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH P RE MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING C G REQUIRED FOR STABILITY. BOTT BOTTOM CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT 23.5. E SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAM PROVIDING ALL TRUSSES FURNISHED SHALL B SUP I D G S BP BOTTOM PLATE WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. c THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO- DOCUMENTS. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THATTHE CAPACITY OF THE TRUSS CJ CONTROL (CONSTRUCTION) JOINT 2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLYTO ALL CONTRACTORS, SUBCONTRACTORS, AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND CONFORMING TO THE ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON CL CENTER LINE AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. - TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY FURNISH A COMPLETE ET OF DRAWINGS AND ADDEND 2.3. GENERAL CONTRACTOR SHALL FUR MPL S ADDENDUM'S TO ALL 1 .. 6 5 AN REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE D SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION. CLG CMU CEILING CONCRETE MASONRY UNIT SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN' DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO NOT MOVE DURING GROUTING. LATERAL BRACE PERPENDICULAR TO SC 2x4 @ 12' OC (2) 12d NAILS EA BC. CO CONNECTOR SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR, ANY COSTS ARISING TO CORRECT THE 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT COL COLUMN DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED CONC CONCRETE 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE TO, WALLS EITHER PARALLELOR PERPENDICULAR TO THE SPAN, ALL MECHANICALAND OTHER CONT CONTINUOUS WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD CU CW CONDENSING UNIT OR COPPER COLD WATER REVISION IN ACCORDANCE WITH THE CHANGE, APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE 16.8. WALL REINFORCEMENT: VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR CXN CONNECTION CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. 3. ARCHITECT & CONTRACTOR RELATIONSHIP OPENINGS WIDER THAN 12% BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS D PENNY NAIL SIZE (PENNY) 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED DR DISP DRYER DISPOSAL RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP ATBEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN DF DRINKING FOUNTAIN FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THATTHEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. DTL DETAIL ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW. 23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE DW DRIVEWAY ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR 'E' EXISTING OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS APPROVAL. MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. EA EJ EACH EXPANSION JOINT DIFFERENT THAN THE ARCHITECT. 16.10. LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO 24. CONNECTORS/FASTENERS: CONTROL CRACKING. 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO EL BUILDING ELEVATION 4. WORKMANSHIP: 16.11. BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION, ELECT ELECTRICAL 4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT 24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH t THE DOCUMENTED UPLIFT EW EACH WAY RESPECTIVE TRADES. CHANGES IN BOND BEAM ELEVATION. VALUE IS t SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON EWC ELECTRIC WATER COOLER 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EWH ELECTRIC WATER HEATER 5. COORDINATION: NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EXP EXPOSED 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. 17. FOUNDATIONS: EITHER UNLESS SPECIFIED BY ARCHITECT. EXT EXTERIOR 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISIVEGITATION. FILL TO BE CLEAN EXTG EXISTING THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT 25. SITE/LANDSCAPING: INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY 25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING F1 FOOTING #1 UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). GEOTECH ENGINEER TO ENSURE MINIMUM. SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP. DURING OPERATION. FA FD FASTENER FIELD (FLOOR) DRAIN 17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF 25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX. 6. ABBREVIATIONS: THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL FE ISHER FIRE EXTINGUISHER 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS. REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PERACI 318 OR FBC UNO. 26. DOORS AND WINDOWS: FINISH FLOOR For #5: MINIMUM 30" LAP W/ 10" HOOK LINO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S FIN FINISH 7. CONDITIONS NOT DETAILED: EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE. SPECIFICATION/ PRODUCT APPROVAL. FLR FLOOR 7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO 17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6- 26.2. PT 1x BUCK: ATTACH TO MASONRY/GONG W/ADHESIVE &RECESSED 3/16"x2" MIN TAPCON OR6D CASE FP FIRE PROTECTION PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IFA MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO. HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/GONG W/ADHESIVE &RECESSED 3/16"x2" EPS EXPANDED POLYSTYRENE CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANT' CORNERS. MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"!4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC FTG FOOTING FOOTING DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FOR A CERTAIN PRODUCT, 17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON W/4" END. @ FT FOOT FEET) CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVEA GENERIC STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W! WEDGE ANCHOR @ 24" OC MIN, 12" FROM SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL MATCH LONGITUDINAL- REBAR. ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75" GFI GROUND FAULT INDICATOR BY ARCHITECT. 17.5. SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL TAPCONS STAG @ 24" OC. GSF GROSS SQUARE FEET BELOW ALL INTERIOR SLABS -ON -GRADE. 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: GWH GAS WATER HEATER 8. VERIFY SITE INFORMATION: 17.6. SOILAND SUBGRADE IS TO BE TERMITE TREATED. -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4) GWB GYPSUM WALL BOARD 8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED 17.7. SLAB FINISHES UNO: 26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK -MAIN BUILDING: STEEL TROWEL FINISH 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS HB HOSE BIB BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM PER FBC R 302.5.1. HOG HOT DIPPED GALVANIZED THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN. -DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. HW HOT WATER 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 110"/FT. 26.8. GLASS TO HAVE: LOW-E, U-FACTOR s 0.4, SHGC 5 0.25 HWH HOT WATER HEATER 9. PRIOR TO ANY EXCAVATION WORK: 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM 9.1, THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 27. ELECTRICAL & LIGHTING NOTES IN INCH ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, 17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4% VERIFY EXACT DIMENSIONS WI` H SUPPLIER/MFR. 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND INT INTERIOR UTILITIES AND OWNER, CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONC@ OTHERWISE, EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. ARCHITECT. IF LAYOUTISIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. JT JOINT 18. STRUCTURAL STEEL: 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. 10. DIMENSIONS: 18A. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE 27.3. PROVIDE AFICAS DETERMINED BY NEC 210.12 OR FBC R 3902. MAX MAXIMUM 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH:' SEE PLANS FOR REQUIREMENTS. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. MFR MANUFACTURER ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. MIN MINIMUM CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED KSI). 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314. MW MICROWAVE DIMENSIONS. 18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE 27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE& LIGHT. NIC NOT IN IN CONTRACT 11. HEIGHT ELEVATIONS: - REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN NTS NOT SCALE 11.T. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY WELDING SOCIETY. 28. PLUMBING: NSF NET SQUARE FEET BE NOTED AS "BLDG EL. OR "EL. OR "AFF. ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL _" _" _") ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS L-1 LINTEL #1 ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO PROVIDED PLUMBING CONTRACTOR TO VERIFY. LF LINEAL FOOT -- REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEE OR "_ NAVD" OR "+X.X"'. CONSULT ARCHITECT THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BYTHE AMERICAN 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BYA LICENSED SEPTIC _" FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. INSTITUTE OF STEEL. CONSTRUCTION. - CONTRACTOR AND ADHERE TO 64E-6, F.A.C. OC ON CENTER 18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD). 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. OAS OR APPROVED SIMILAR ' 12. AMBIGUITY: 18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT. 12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 29. ROOF PENETRATIONS: PL PROPERTY LINE OR PLATE SHALL INTERPRET THE CONSTRUCTION DOCUMENTS. 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER PLY PLYWOOD 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT PT PRESSURE TREATED CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE PVC POLY VINYL CHLORIDE -- WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS, 13. FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS: GA. R RADIUS 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: R/A RETURN AIR OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLE AT TIME OF INSPECTION. EVEN 20. HVAC: 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN. NUMBERED SYSTEMS FOR RCA REINFORCED CONCRETE BEAM IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TOA DIFFERENT PRODUCT THAT MEETS THE 20.1. PLANS ARE SCHEMATIC. EXACT LAYOUTISIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT RCC REINFORCED CONCRETE COLUMN SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A GRILLES ETC, SHALL BE DETERMINED BYA HVAC LICENSED CONTRACTOR AND APPROVED BY THE INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE, RD ROOF DRAIN DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONAND ARCHITECT'S SPECS, ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY, REF REFRIGERATOR VERIFY W! ARCHITECT. 20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: REINF REINFORCING 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: REQ REQUIRED CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING MANUFACTURER'S SPECIFICATIONS. 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 R/W RIGHT-OF-WAY DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 RTU ROOF TOP UNIT CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION 21. WOOD FRAMING 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 DOCUMENTS. 21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KD 19% (Fb FOR S. SIMPSON (MFR) LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: SIBS STYRENE BUTADIENE STYRENE 14. GENERAL STRUCTURAL PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 48), AND SHALL CONFORM TO 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY SEE SITE ELEVATION --14.1. ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND SF SQUARE FOOT DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR 33. MISC: SK SINK 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. WALLS) TO BE #2 S.P.F. OR BETTER. 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. BOG SLAB ON GRADE PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL 33.2. GUARDRAILS AS PER FBC R312. ss STAINLESS STEEL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 33.3. STAIRWAYAS PER FBC R311.7. STAG STAGGERED RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE CCA. 33.4. MEP SYSTEMS T+ BFE, AS PER FBC R322.1.6. NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING 21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS: 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1. TBD TO BE DETERMINED AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL -2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. TC TOP CHORD LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINT I T P RARY BRACING SUPPORTED MATERIALS PLUS A MAINTAIN TEMPORARY -2x6- 2 ROWS 10d COMMON NAIL 12" OC EACH LAYER. 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. THE TO MATCH EXISTING AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. TOB TOP OF BEAM PHASE LOADS. -2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. TOB TOP OF COLUMN _ 14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF -2x12- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF'/,' PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER TOS TOP OF SLAB CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED THAN 1,000SF AS PER FBC R302.12. TP TOP PLATE 14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE 21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, TPO THERMO PLASTIC OLEFIN ROOFS OR STONE ON RAISED FLOORS. ETC.: 34. FINISHES: TYP TYPICAL -FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. 15. CAST -IN -PLACE CONCRETE SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) USE 518" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE. GARAGE UG UNDER GROUND 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE -SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS UNO UNLESS NOTED OTHERWISE OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) PER FBC R302.6. SEE DOOR GEN NOTE 26.6. 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA 21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND 34.2. EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" VB VAPOR BARRIER ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN MANUAL. LEAVE SUPPORT FORE N S REACH c - 24F-VB AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb 2 400 PSI Fv - 190 PSI � STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W! 3/8" HEAD 6" OC @ VTR VENT THRU ROOF STRENGTH: Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE W/ 1-3/4" EMBED INTO WOOD. -OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL 34.3. EXTERIOR T&G WOOD CEILING, ATTACH 1x4 OR 1x6 BOARD W! 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC. WA WASHER MACHINE -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN LINO BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES, UNLESS CAMBERAND TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. WP WATER PROOF -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH WD WWF WOOD WELDED WIRE FABRICMESH -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP. 15.3. CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 51NCHES AND A MINIMUM OF 3 INCH. CAMBER. HEADER BEAMS MAY HAVE ZERO. CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10. WITH MINIMUM CAMBER STATEDABOVE, 15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. 21.6. LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S ARRANGEMENTAND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF INSTRUCTIONS. THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF 21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF WALL W/ .25" x 3.25" TAPCON @ 16" OC. NOT NOTED VERIFY W/ ARCHITECT 21.8. ALL WOOD NAILING AS PER FBC R 602.3 LINO. 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE, 22. PLYWOOD SHEATHING: 15.7. PROTECT FRESHLYPLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. 22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS. PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. THAN THAT REQUIRED BY ACI318: 22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE -CONCRETE CASTAGAINST AND PERMANENTLY EXPOSED TO EARTH; 3" WITHIN 4' OF EAVES/RIDGES/GABLES. -CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2" 22.5. FOR SUBFLOOR USE 3/4" PLYWOODAND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE. 15.9. CONCRETE SLAB ONGRADECONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL SPACE FASTENERS 6" FIELD, 6" EDGE. DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND 22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE. BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260 ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS SPECIFICALLY NOTED ON THE PLANS, EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751) 15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.) NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 15.11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLYASH CONTENT, 15.12. VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL REINFORCING BARS ATCORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. VERTICAL 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. -TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING 15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCHITECT'S APPROVAL. CO 1,. E 4) - U =- rA w U 0 c - _ a) CL C w ONO'- (n .1 + - C) @ C Q O.0 � ((M��- C mpal<MNm .4 ==(Or_ a) a)+ 0 +�1 20 C n C J J O r (`6 L . V UL I I X U U 00 r U w 0 w X 0 0 a 0 > 0 0z < N 0 > 00 o d J U w �VWry LL 3 - iY U 2 L h z .- 0-D ® -f m W O w II 1 J 1. U t L Q 0 z w I- O W C: a C)M w x C (- W W u ru w _ M z D 0 mz r. w It— U_ T T V! 0 z w 2 z M < 0 a z a vi w N 9 0 J 1- Z W 2 2 O W F- 0 0 general notes 3/12/19 SHEET A-3