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Home My WebLink AboutPLANSELEV- SIDE SCALE: 1/4"= 1'-0" ELEV- SIDE SCALE: 1/4"= 1'-0" ELEV-REAR SCALE: 1/4"= 1'-0" ELEV- FRONT SCALE: 1/4"= 1'-0" _+. 30-4 3/4". SHEET INDEX A-1 elevs A-2 general notes A-3 foundation/power p... A-4 framing A-5 floor plan A-6 HVAC PROJECT DESCRIPTION NEW CONSTRUCTION OF A2 STORY SF RESIDENCE ON A VACANT LOT. ZONING INFORMATION: parcel id: 3229-211-0002-000-4 AG-5 (unincorporated St. Lucie County) lot (approx.): 31 Vx842' flood zone: X UTILITY INFORMATION: gas: n/a sewage: septic potable water: well AREA CALCULATIONS: conditioned living area- 1st floor 1,233 sf conditioned living area 2nd floor 829 sf covered entry 303 sf added total building area 2,365 sf open patio 250 sf conditioned volume 19,592 cf 19, 10' CLG/BRG 1. SLAB ON GRADE: AS PER ENERAL NOTES 2. ROOF: SHINGLES OVER PEEL & STICK OR 30# FELT OVER 5/8" CDX PLY OVER WOOD FRAMING AS PER FRAMING PLAN 3. EXTERIOR BRG WALL- CM : HARDIPLANK SIDING OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC & HORIZ JOINT REINFORC MENT @ 16" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" GWB OVER I Z4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN NOTES. 3.1. EXTERIOR BRG WALL- F ME: HARDIEPLANK SIDING OVER WRB OVER 1/2" PLY OVER 2x6 @ 16" OC W/ R13 BATT. 4. INTERIOR NON LOADBEARI G WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. GiRcFIRS. 6. CEILING: 1/2" OR 5/8" GWB OVER FRAMING 7. EXTERIOR SOFFIT: UNVEN1 ED HARDI SOFFIT. 8. 9. PROVIDE MANUFACTURED ONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT 10. INSULATION: R20 SPRAY F AM @ ALL ROOF DECKS & FRAME ATTIC WALLS. WALLS: SEE WALL SPECS. 11. PERMITS BY OTHERS: 12. FIREPLACE: ELECTRIC 13. NON BRG ROOF KNEE WA L: SIDING OVER WRB OVER 1/2" PLY OVER 2x4 @ 16" OC. SIMPSON TSP EA STUD TO T/B PLATE. fB PLATE TO ROOF DECK W/ 6D RS NAIL @ 12" OC & (2) 3.5" SCREWS EA RAFTER. 14. FLOOR- 2ND LEVEL: 5/8" O ER 3/4" T&G SUBFLOOR PLY OVER TRUSSES AS PER FRAMING PLAN REVISION $"1 N REe CoMPL ANCE ft C®®EUCIE C®UNTY SIT. L BOCC iFILe u 9 �-05 SCANNED BY tt. Lucie County E d 0 U 0O U N c=0 C) O LO 1a E CL N C p O M v co NC: .. E �j :E .2) 0 C O J V C J (p LL LL U 0 w a U LL U a 0 0 LL ❑ w a 0 w 0 a w 0 w 0 w a w w U W W W 'S ❑ Z a L- U W a h z_ W ❑ C� Z m Z O m 0 J W 1— LL LL Q U � K a a W Hr^ Vl a Z w Q O w x U Z 0 a ❑ > W W Z ❑ Z Z g w U z w a z a Z J a Z z U w ❑ J a h Lu 0 'w 0 w 2 s :E O U a � m w Lu Q M 4l C1 elevs 8/10/18 SHEET A-1 �6j` �G75 P. LI@g4 AR97108 j1 P1 P2 P3 P4 P5 U L2 L3 L4 L5 L6 L7 La L9 L10 L11 L12 S EX EXL FL JB SD SA RA EX ER----------© i I I J ®---------- 0�---------- ®------- ----------- / / r r r / I I � I 1 ♦ I 1 ---- ID I i' 1 1st LEVEL POWER PLAN SCALE: 3/16"= V-0" >WER PLAN LEGEND 110V DUPLEX RECEPTACLE 110V GFCI DUPLEX RECEPTACLE 120V RECEPTACLE recessed for tv 220V RECEPTACLE 110V DUPLEX RECEPTACLE w/ water protected box LED RECESSED CAN LIGHT FLUSH MOUNT CLG LIGHT FLUSH LED STRIP LIGHT VANITY WALL LIGHT SHOP LIGHT CHANDELIER LIGHT PENDANT LIGHT UNDER CABINET LIGHT EXTERIOR WALL SCONCE EXTERIOR MOTION DETECTOR LIGHT LED RECESSED CAN LIGHT- wet local INTERIOR WALL SCONCE LIGHT SWITCH EXHAUST FAN• VENT TO ROOF EXHAUST FAN WITH LIGHT- VENT TO ROOF FAN/ LIGHT COMBO JUNCTION BOX SMOKE DETECTOR- INTERCONNECTED, HARDWIRED WIBATTERY AC SUPPLYAIR CEILING GRILLE AC RETURN AIR CEILING GRILLE EXHAUST FAN p-wash U pAryer i� f- �r P-CU P-CU CU fill UZ Dwelling Electric Load Calculator 220.12 General Lighting Load 3 vairp of floor area, including unused space adaptable for future use. Floor Area6,186 va Basement Floo=Area 0' - va 220.52(A) Small Appliance Load 1500 ve for each 90 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 =O2' 1500 va = 3,000 va 220.52(B) Laundry Load # of Laundry Branch Circuits =O"1600 va= 1,500 va Total General Lighting & Appliance Load= 10,686 va 220.42 Lighting Load Feeder Demand Factors First 30oo or less at`1-0% 3,000 va From 3002 to 120,000 at 35% 2,690 va Remainder ever nzo,000 at 259b - va Total Lighting Demand Load= 6,690 va 220.54 Electric Clothes Pryers Electric Dryer#1 _ 5.fx1 kw 5,000 w alty :==� Electric Dryer kw - w 220.55 Electric Cooking Ranges, Stove Tops and Wall Ovens pry 4 WBBQvan Nameplalc 4S0 kw Qry kw Electric Cooking Demand Load 3,600. w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat#a Row kw AC#a/Geo 13 SEER 2Ton 3.3 live Fixed Electr. c Space Heat#2ke, AC#2/Geo 188EER 2.Ton 2.7 1Fixed Elect,,' Space Heat#3kw AC#3/Geo kva Fixed Electric Space Heat#4kw AC441Ge. kva Fixed Electric Space Heat #5 AC#5/Geo kva Total Heat & AC Load = 16,966 va 220.14 Appliance load--Pwelling Units valwaf5l amm 1 OEM T maw1" I� e41u� tttttttta Total Connected Appliance Load = 7,330 va 220.53 Appliance load—l]welling Units Total Appliance Demand Load = 9,496 va 220.50 Motor Loads @ 120 Volts CRY Description va(wane) Cry Description va(wafts) 0 nq `y 0 it it0 Total Motor Load = va 430.24 Several Motors or a Motogs) and Other Load(s) 25% of Largest Motor Load= - va Total Motor Demand Load = va TOTAL CALCULATED DEMAND LOAD in Von -amperes = 35,742 va TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1 pi = 140 amps I- EXISTING SERVICE SIZEI ncn (AMPS MINIMUM SERVICE SIZE � AMPS VICE SIZE REQUESTED= 200 amps Note: Electrical contractor t®verify accuracy and completeness of load calculation ' I I � i t` a------------------------U P1( 21 Zz AHUlnattic z: i SD SD a- SD r1�� kiT---------- I FL " � E � P1 I _ ui----------- ------------® P1 ---------- 2ND LEVEL POWER PLAN SCALE: 3/16"= 1'-0" 4" SOG (SEE FLOOR P I FFE: 0'-4" 1 1 F1 TYP 1 STORY FTG I I+— F1 I I I . r F3 F2 r3-- / / I � I /'i REENTRANT CORNER / BAR AS PER GEN NOTES I STAIR COLLIN I 4" SOG I FFE: W-0" I I I F+ F2 TYP 2 STORY I I I I I I I F2 .—®--- � —�-1 y,---a—� -----ffL -- — — — IL ISOLATION JOINT J I I 4" SOG FFE: -0'-4" I F4 F4 F4 if Ir FOUNDATION / SLAB PLAN SCALE: 1l4"= l'-O" FOUNDATION NOTES: -SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MAF ON PLAN FOR CLARIFICATION. -Si FLOOR PLAN FOR DIMENSIONS SLOPE AS PER ROOF PLAN - 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 TRUSS TO ALL BOND BEAMS W/ SIMPSON HETA 20 EA TRUSS, USE (2) @ MULTI PLY GIRDERS, USE DETAL20 FOR SINGLE PLY GIRDERS,USE SIMPSON t I HSTM16 ON INSIDE FACE OF LINTEL FOR MISSED EMBEDED ANCHORS. SEE FRAMING PLANS FOR OTHER CONDITIONS. METAL DRIP OVER PT WOOD DRIP OVER 2x8 OR 2xl0 CEDAR FASCIA TO TRUSS ENDS W/ J (3) #16d NAIL, 6" TRUSS HEEL EXTERIOR SOFFIT AS PER GENERAL SPECS + - _ SEE BLDG SECTION CLG AS PER GENERAL SPECS AND RCP MASONRY BOND BEAM & REF AS PER GENERALSPECS INTERIOR MONO r . WALLAS PER GENERAL SPECS FOOTING CURB/ RECESS e" WALL REF AS PER GENERAL SPECS - SPLICING AS PER GENERAL NOTES SOG/FILL/COMPCTION AS PER FOUNDATON PLAN AND FOOTING AS PER FOUNDATION PLAN & GENERAL N^T�" FOOTING SCHEDLE- REINFORCEMENT AS PER FOOTING SCHEDULE S ' GRADE AS PER SITE PLAN L - TYP WALL SECTION SCALE: 1/2"= 1'-0" , Lol vj LINTEL AS PER WINDOW/DOOR SCHEDULE PT 1x BUCK .@ JAMBS & HEAD, ATTACH TO MASONRY/GONG W/ADHESIVE & RECESSED { 7- 3/16"x2" MIN TAPCON @ 12"/3" END, SAME FOR DOOR BUCKS WINDOW FRAME W/ FLANGE, FLASHING AND SEALING ATTACH TO MASONRY/CONC - AS PER MFR SPECS AND AS PER MFR SPECS GEN NOTE 26.3 SILL AS PER WINDOW/DOOR SCHEDULE EXT `i':`; INT TYP OPENING BUCK DETAIL SCALE: 1"= l'-0" FASTENER KEYNOTES F1. STUD TO TRUSS BRG END OR VERT WEB W/ SIMPSON H6 OR MSTAM24 H10S F2. TYP FLOOR TRUSS TO CMU W/ HETA 16 OR MSTAM24 H10S F3. RAFTER #1 TO TOP PLATE W/ SIMPSON H6 F4.not used F5. not used F6. TYP ROOF TRUSS TO CMU W/ SIMPSON HETA20 FT FGT OR RGT TO CMU W/ SIMPSON (2) HETA 20 F8. FGT1 TO BOND BEAM W/ SIMPSON MGT F9. BEAM #18 TO CMU W/ SIMPSON HUC210-2. 2 3/4" TAPCONS. F10. RAFTER TO BEAM W/ CONCEALED TIMBERLOCK SCREW BY FASTENMASTFR THRU TOP OF RAFTER W/ 2" EMBED TO BEAM. Fl1. BEAM TO POST W/ SIMPSON CMST16 F12. POST TO FOOTING W/ SIMPSON ABU66Z F13. RAFTER TO LEDGER W/ PORCH RAFTER TO 2x8 LEDGER W/ (5)#10 3.5" TOE SCREWS TO LEDGER. LEDGER TO 2x6 STUDS W/ (3) #10 3.5" SCREW EA STUD. A/,� F14. not used F15. CLG JOIST TO LEDGER W/ SIMPSON HUll F16. TYP RAFTER TO TOP PLATE W/ SIMPSON TSP. 10D TO PLATES. FIT TYP RB,HB,VB TO DBL BRG STUD W/ SIMPSON H6 F18. RAFTER TO BEAM 15 W/ (5) 16D NAILS F19. TYP RAFTER 2 TO RB,HB,VB W/ (5) 16D NAILS F20. BEAM #15 TO BEAM #14 W/ SIMPSON LU210 F21. LINTEL TO JACK STUD & JACK STUD TO TRUSS W/ SIMPSON CS22. FRAMING KEYNOTES 1. TYP RAFTER: 1.5" x 7.25" LSL @ 24" OC 2. TYP RAFTER: 1.5" x 7.25" LSL @ 24" OC 3. 22"x30" ATTIC ACCESS W/ LADDER /X 4. INTERSECTION OF RIDGE & VALLEY BOARDS. TIE TO OPPOSING BOARD W/ SIMPSON CS20 OVER TOPS. 5. NON BRG INTERIOR WALL 6. MAINTAIN MIN 12" DIA CHASE FOR DUCTS. 7. TYP 24" PE FLOOR TRUSS @ 24" OC. 8. TYP 24" PE FLOOR TRUSS @ 24" OC. 9. 3/4" CDX PLY GLUE OVER 3/4 lx6 SYP T&G OVER 2x8 @ 24" OC W/ 6" RADIUS EAVE. NAIL EA LAYER TO RAFTER, 1ST LAYER (2) 8D RS EA RAFTER, 2ND LAYER 10D IRS @ 4" EDGE/ 6" FIELD. NO FASCIA 10. TYP 24" PE ROOF TRUSS @ 24" OC. 11. TYP CEILING JOIST: 1.75 x 11.25" LVL @ 24" OC. 12. TYP CEILING TIE: 1.5' x 7.25" LSL. RUN CONT BOARD ABOVE & PERPENDICULAR TO CEILING JOISTS. TIE TO RAFTERS W/ 5 16D NAILS. 13. TYP CEILING TIE: 1 5' x 9.25" LSL. TIE TO RAFTERS W/ 5 16D NAILS. 14. RAFTER: DBL 15 x 7.25" LSL @ 24" OC 15. BEAM: 1.5' x 9.25" LSL BETWEEN RAFTERS IN NOTE 14. 16. +/- 10' DIA CHIMNEY FLUE, VERIFY W/ CONTRACTOR 17. 3" TOILET DRAIN 18. PORCH BEAM: (3) 2x12 W/ 1x CEDAR WRAP 19. 6x6 PT POST W/ I CEDAR WRAP n 20. not used <TLARGr GTr onoo i r no ru.nvPEcv Tn mcroo u" o oor �nrn nn ru nei cv PRAM NGi li" PLY nvoo 230 @16„ nr 23. 2ND LEVEL NON-BRG WALLS SHALL NOT BE TIGHT TO CLG JOISTS LEAVE 1/4" GAP 24. OKAYTO NOTCH RAFTER EAVE (NOT BRG) TO 6" A25. GABLE END BRACE, 2x6 TO CENTER STUD & RB1,2 W/ 4 12D NAIL EA CONNECTION �26.2x12 LEDGER TO 2x6 STUDS W/ (2) 3-5/8" LEDGERLOK BY FASTENMASTER @16" OC 27. 8"xl6" CAST CONC COLUMN W/ (4) #5 VERT W/ #3 @ 8"OC 28. not used 29. 2x8 COLLAR TIE EA TRUSS THAT IS NOT TIED W/ CEILING JOIST TIES. ATTACH TO RAFTERS W/ (4) 12D NAILS. FRAMING NOTES: -ALL WALLS SHOWN IN GREYARE LOAD BEARING BELOW UNO- BEAR TRUSSES/ RAFTERS ON ALL EXTERIOR WALLS -ROOF DIMS ARE +/- (NOT EXACT) -FV W/ ARCHITECT ALL FRAMING PRIOR TO COUNTY INSPECTION -RB: RIDGE BOARD, HB: HIP BEAM;VB: VALLEY BEAM, FGT: FLOOR GIRDER TRUSS, RGT: ROOF GIRDER TRUSS -ALL RB,HB,VB TO BE 1.5" x 9.25" LSL UPPER ROOF CEILING PLAN SCALE 6'-B" 13' 13' 6 1 17 F16� f I I I I I I-_ I ► I C I F19 it 6ti --,4 I I I_-- _--- 14 --- lti - - - - - - - - - - I I I I - - - - - - - 15 R63 RB3 I15 - ---- 14 I I I -r F- T7I-I I T_ UPPER ROOF FRAMING PLAN SCALE: 1/4"= 1' 0" i� F3 SECTION B SCALE 1/4- 1'-0" F7 27 J FGT1 RGT1 F8 ?5 I I I I I I I I I I I I I I I I I I I I I I I I I I V-7 5/8" FLOOR & LOWER ROOF FRAMING PLAN SCALE: V4"= 1'-0" I SLOPE AS PER ROOF PLAN F18 F1 1'-4",, F3 _.I, 22 11/2" F6 I F7 F7- FGT/RGT2 AND FGT1 TO BOND BEAM 4 L-_- 27 10 i� FGT2 & RGT2 6'-2" FINISHED 1'-10" e - IB - F7 I I FGT3 & RTG3 I I�-il--jul F F9 NOTE: THIS SHEET MUST BE VIEWED IN COLOR I I I i I I- 0 +' N U 0O U N U n. U V Lo E - a CL � a N n p N m m CO N C . n i o N D � = ��„ '� 0) N y+ 0 ,C0 o LL U m LLLL "- H w 0 U w x 0 0 LL w a 0 0 a ❑ 0 w Qo W U K w Z Q U a z W U z S z Z ® w 0 W I- J LL LL Q � O Dw '^ �/ o W w^ U)(f a z w O w N U N z O o w \ / LU a U W z z Z w W w w z i a 0 z z a a z z c� w a❑ W J Q r Lu W C c o � o m U a w W m M m In 1Q 2 '- N framing 8/10/18 SHEET A-4 =LIFE SAFETY WARNING mbol identifies Life Safety Warnings that be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. -E PLY TRUSSES MUST BE FASTENED ETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING ,. TO DETERMINE IF MULTIPLE PLY. A DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp Ju To Span Spre er Bar A* Lle Tag line � 112 span � Tag line �Roproxof 2pann ram# approx. Sp 1/2 . REFER TO SCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses A are installed. A 0 11, AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. I\ WARNING 11 The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job,site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS REPRESENTS A HANGER HANGER SCHEDULE IISF HIJS218 FOR 2X4. SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS GFA GFC THD28-2 16-10d 28-16d 'Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" Hatch Legend M WALL HEIGHT 100 ADo not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! U ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 41' - 46' IN LENGTH!! 4 r— 3-15 ::�— 1-04-00 PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-0" END DETAIL: TYPICAL 31-04-00 24-05-00 GFC Profile J HIP CARRIER LOCATED AS DMENSIONED ON LAYOUT �. CORNDER JACK3 ARE NOT BEVELED. �\ SEE STANDARD \ENGINEERING. �U � r o W NOO N it i 24" O.C.'HRU it CORNERJACKS ' ONLY 24" 1' 1.111 CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no backcharges will be allowed. In the event such written notice is fumished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. lifter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has e sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is asponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change 'd any changes are made in this layout A $50 per hour be for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or 9 no agreement a reasonable price. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss easonable attorneys fee for collections in event of payment not timely made. 1-112 % per month service charge will be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including atiomey's fees, it default in payment for material be made by the ecipiant 10, In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per '"'National Standard And Recommended Guidelines On Responsibilities For nstruction Using Metal Plate Connected Wood Trusses ANSI/rPIWTCA 4 - 2002'"' 12. Warranty is per Chambers Truss Warranty attached. ATED IGNED OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of Plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC INi 3105 Oleander Avenue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772465-2012 Fax 772-465-8711 Vero Beach 772-569.2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604.6.1 DESIGN CRITERIA County St. Lucie Co. Building Department St. Lucie Co. Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in ESE Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 15 Bottom Chord Live '10-Non Conccurent 0 Bottom Chord Dead 10 3 5 Total Load 55 7.2 60 Duration Factor 1.25 0 Wind Speed 152mph Top Chord C.B. Sheathing by builder ' Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category If: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing ' Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75456 SCALE: 1 /4" = V-0" 76 total trusses, 21 unique designs Designer: RAC Reviewed by: _ Date:09/05/18 Revised:09/24/18 FOR GROUP ONE CONSTRUCTION DESCRIPTION: REVORD 75 5cF CUSTOMER INIQS P E� J`t V ,( FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING 4k TO DETERMINE IF MULTIPLE PLY. 4k ' o o v 0 DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less ( JU To Span Spire er Bar 60 degrees orless Tag line t12 •ems Tag line �kpp2mIsp n.�, apspan eppmx. 1/2 W span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way If crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets buss this way. Insist cane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses Aare installed. A AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS 016REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS GFA GFC THD28-2 16-10d 28-16d `Please refer to Standard Engineering package for general instuction on Installing hangers 10d=0.148" It 3" 16d=0.162" x 3 1/2" Hatch Legend M WALL HEIGHT 101 A Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! 0 ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 41' - 46' IN LENGTH!! 4F- 3-15 1-04-00 PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-0" END DETAIL: TYPICAL 31-04-00 24-05-00 GFC Profile :i-ro-12 I? HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT V i CORNDERJACKS ARE NOT BEVELS 24' O.C.THRU CORNEP,JACKS ONLY 24" CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY Y �U x� ow UW 6KJ NUO The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. fter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has e sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to changed any changes are made in this layout A $50 per hour for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of efivery if buyer cannot accept delivery of fabricated busses. The undersigned agrees to pay Chambers Truss easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be ded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the recipient 10. In the event of any litigation concerning this agreement the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI/rPIIWTCA 4 - 2002'"' 12. Warranty is per Chambers Truss Warranty attached. TITLE A spreader bar may be required peCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. .0111111111111111. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 00 aoewrA 3105 can er venue Fort Pierce, Florida 34982-6423 800-551.5932 Fort Pierce 772465.2012 Fax 772465-8711 Vero Beach 772-569-2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM DESIGN CRITERIA LOADINWDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SEC 1604.&1 County St. Lucie Co. Building Department St. Lucie Co. Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 - 15 Bottom Chord Live '10-Non Conccurent 0 Bottom Chord Dead 10 3 5 Total Load 55 7.2 60 Duration Factor 1.25 g Wind Speed 152mph Top Chord C.B. Sheathing by builder - Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category II: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L: Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75456 SCALE: 1 /4" = V-011 76 total trusses, 21 unique designs Designer: RAC Reviewed by: Date:09/05/18 Revised:09/24/18 FOR GROUP ONE CONSTRUCTION DESCRIPTION: REVORD Page 1 of 1 CUSTOMER INITIALS EACH PAGE 75456 ELEV- SIDE SCALE: 1/4"= 1'-0" e; I I , ELEV-REAR SCALE: 1/4"= T-0" J. 30'-4 3/4" Y OF OF FLOOR :LG/BRG SHEETINDEX A-1 elevs A-2 general notes A-3 foundation/power p... A-4 framing A-5 floor plan A-6 HVAC PROJECT DESCRIPTION NEW CONSTRUCTION OFA2 STORY SF RESIDENCE ON A VACANT LOT. ZONING INFORMATION: parcel id: 3229-211-0002-000-4 AG-5 (unincorporated St. Lucie County) lot (approx. ): 31 Tx842' flood zone: X UTILITY INFORMATION: gas: n/a sewage: septic potable water: well AREA CALCULATIONS: FAN conditioned living area- 1st floor 1,233 sf conditioned living area 2nd floor 829 sf covered entry 303 sf added total building area 2,365 sf open patio 250 sf conditioned volume 1 19,592 cf GENERAL SPECIFIC IONS: 1. SLAB ON GRADE: AS FER GENERAL NOTES 2. ROOF: SHINGLES OVER PEEL & STICK OR 30# FELT OVER 5/8" CDX PLY OVER WOOD FRAMING AS PER FRAMING PLAN 3. EXTERIOR BRG WALL OC & HORIZ JOINT REINFORCEMENT CMU: HARDIPLANK SIDING OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" @ 16" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN NOTES. 3.1. EXTERIOR BRG WALL- FRAME: HARDIEPLANK SIDING OVER WRB OVER 1/2" PLY OVER 2x6 @ 16" OC W/ R13 BATT. 4. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. OF I�1l��CINTTC LINTELS C T!l USE GIRDERS. 6. CEILING: 1/2" OR 5/8" C. WB OVER FRAMING 7. EXTERIOR SOFFIT: UN VENTED HARDI SOFFIT. 8. 9. PROVIDE MANUFACTU ED CONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT 10. INSULATION: R20 SPF AY FOAM @ ALL ROOF DECKS & FRAME ATTIC WALLS. WALLS: SEE WALL SPECS. 11. PERMITS BY OTHERS 12. FIREPLACE: PREFAB, PREENGINEERED, WOOD BURNING 13. NON BRG ROOF KNEE WALL: SIDING OVER WRB OVER 1/2" PLY OVER 2x4 @ 16" OC. SIMPSON TSP EA STUD TO T/B PLq. E. T/B PLATE TO ROOF DECK W/ 6D IRS NAIL @ 12" OC & (2) 3.5" SCREWS EA RAFTER. 14. FLOOR- 2ND LEVEL: /8" OVER 3/4" T&G SUBFLOOR PLY OVER TRUSSES AS PER FRAMING PLAN CONCEALED FASTENERS 1, I ATTACHMENTS ARE THE RESFQNSIR„ ITyOFTHE CONTRACTOR 0g cORD, THESE PLANS AND ALI PROPOSED WORW ARE SUBJECT TO ANY ORRECTIONS REQUIRED BY FIELD I PECTORS THAT MAYBE NECESSARY 11 ORDER TO COMPLY WITH ALL AP LICARLF. CODES ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR CC IA CE REVIEWED BY DATE PLANS AND PEi P G KEPT ON JOB SITE OR NO INSPEC �O (S) WILL BE MADE FILE COPY ALL MANUFACTURES LABLES SHOWING U FACTORS AND SHGC COMPLIANCE WITH FBC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS UNTIL INSPECTIONS ARE APPROVED v L u E O E. CLW U r ++ Q U (n >32� - CL 0E_a -aCL. 0) C._ 81 E N� 2) U 7 N+'_ 0 r U) Y O V r LL LL U Cr v- 0 W w 'o a U LL U W m m s K 0 LL 0 w a 0 J w 0 0 z a 0 J d w i3 U w w Z a F- U w a m z W S U 7 L m � Z p w 0 W LL O a '^ V, LL r a Wco I- w W �a Q z O w w C O ° 0 `J W U W z w 2 w Z _ a 0 c, a t' I € 5 L > co a N Z LU W ® Cq m wo UJ a, > CD Z � p - - v J a o I- Z O y W G 0 � U 9 a ul I- 0 m elevs 8/10/18 SHEET A-1 NCIs a. c/Fe" ,�. AR97708 ELEV- SIDE SCALE: 1/4"= V-0" ELEV-FRONT SCALE: 1/4"= T-0" BASIS OF STRUCTURAL DESIGN: SOIL BEARING: 2000 psf (assumed) WIND: 152mph (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 t4 2 20 psf(slope< 4.12), 15 psf(slope .1 ) ROOF DEAD LOAD 15 psf TC (shingles, metal, modified bitumen) 20 psf TC (concrete tile) F WIND LOAD SEE DRAWINGS) ( ) CEILING DEAD LOAD 10 psf BC WALL WIND 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 pif Passenger vehicle garages 50 psf Rooms other than sleeping room 40 psf Sleeping rooms 30 psf Stairs 40 psf GENERAL NOTES A 1. CODE COMPLIANCE: 1.1. 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 construction 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 as adopted by the state of Florida, of the following: 2017 FBC: RESIDENTIAL, 6th ad 2017 FBC: EXISTING BUILDING, 6th ad 2017 FBC: ENERGY CONSERVATION, 6th ad 2014 NATIONAL ELECTRIC CODE 2. ALL GENERAL NOTES 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, THE MOST STRINGENT ITEM SHALL GOVERN. 2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS, AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S T 2.3. GENERAL CONTRACTOR SHALL F O ALL SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE DRAWINGS SHALL BE. NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITECTAND 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 OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE 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 CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR 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 MOST 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. ADRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FARAS IT AFFECTS THE TRADES. ALL TRADES SHALL INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). 6. ABBREVIATIONS: 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS. 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 HAVE 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 BY ARCHITECT. 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 LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, UTILITIES AND OWNER. CONTACT ALL AFFECTED UTILITY 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. 11. HEIGHT ELEVATIONS: PI ALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY 11.1. BUILDING HEIGHT ELEVATIONSTY C (UILD NG O BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE ELEVATIONS MAYBE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHTAS A REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR "+X.Xl ". CONSULT ARCHITECT FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. 'Z. AMBIGUITY: 12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT SHALL INTERPRET THE CONSTRUCTION DOCUMENTS. 1�. 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: 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 AVAILABLEATTIME 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, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, VERIFY W/ ARCHITECT. 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION DOCUMENTS. A. GENERAL STRUCTURAL 14.1. ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. t4.2. 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 THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS, TEMPORARY BRACING AND SHORING SHALL BE DESIGNED TO RESISTALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION PHASE LOADS. ',4.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. '44. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE ROOFS OR STONE ON RAISED FLOORS. S. CAST -IN -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 OVERHEAD BEAMS AND SLABS 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND 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 LINO -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO 15.3. CONCRETE, WHEN PLACED, SHALL HAVE A SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS ON -GRADE WHICH SHALL HAVE A MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH. 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10. 115.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF NOT NOTED VERIFY W/ ARCHITECT 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. 15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 PROCEDURES. PERFORM CURING OFTHE 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 SHALLTHE COVER BE LESS THAN THAT REQUIRED BY AC1318: -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3" -CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" 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 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 WALLSAS 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 LINO. -TIES/STIRRUPS TO'STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING 16, CONCRETE MASONRY: 16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM 090 FOR LOAD BEARING MASONRY. 16.2. MASONRY STRENGTH (FED DESIGN) UNO: -BLOCK STRENGTH = 1900 -MORTAR STRENGTH = 1800 -GROUT STRENGTH = 2000 16.3. GROUT SHALL HAVE A 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 BUILTTO 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 UNLESS NOTED OTHERWISE AND TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE 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. SEE DOWEL NOTE BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED OA LINTEL LENGTH IS +/- AS LONG AS MIN BRG IS MET, 16.10. LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. 16.11. BOND/TIE BEAM/LINTEL- 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. 17. FOUNDATIONS: 17.1. CONTRACTOR RESPONSIBLE FOR IN -PLACE SOILS TO BE UNIFORMLY COMPACTED TO 95% DENSITY, AND TESTED TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY OF 2,000 PSF END AS THE BASIS FOR STRUCTURAL DESIGN. 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 UNO. 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 1 0/1 0 WWF MIN WITH MESH UP CHAIRS OVER 6- MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO. PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANTCORNERS. 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 LINO. 30" MIN CORNERS BARS TO MATCH LONGITUDINAL REBAR. 17.5. PROVIDE A 4-INCH CLEAN MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE UNLESS NOTED OR DETAILED OTHERWISE. 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, PORCHES/PATIOS: LIGHT BROOM 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/8"IFT. 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 S UPPLIER/MFR. 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 18. STRUCTURAL STEEL: 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE DESIGN, FABRICATIONAND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY Ti AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A=63, TYPE E (Fy = 35 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 SHALL CONFORM TO THE REQUIREMENTS OF'THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY. 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND 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 OR A490 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'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 GA. 20. HVAC: 20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLS AND SUPPLY GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. 20.2. PROVIDE MANUFACTURED CONCRETE PADAND 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, KID 19% (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.P.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 OR BEAMS: -2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2xl2- 5 ROWS 10d COMMON NAIL @ 12" 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 SPAW200. ERECT WITH CROWN OR CAMBER UP. IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALLMAINTAIN 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 INSTALLEDAS PER MANUFACTURER'S INSTRUCTIONS. 21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONIC WALL W/ .25" x 3.25" TAPCON @ 16" OC. 21.8. ALL WOOD NAILING AS PER FBC R 602.3 UNO. 22. PLYWOOD SHEATHING: 22.1. ALL PLYWOOD SHALL BE C-D OR C-C 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. 22.4. FOR ROOF USE 518"PLYWOOD AND Ed RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD. 6" EDGE, 4" EDGE WITHIN 4' OF EAVES/RIDGES/GABLES. 22.5. FOR SUBFLOOR USE 3/4" PLYWOODAND 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. ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. 23. PE TRUSSES: ABBREVIATIONS: 23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATIONBE I FORE MOD FYI G EXISTING TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRIT? N AUTHORITY AB 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 ADH -RENCE WITH AT ACOUSTICAL TILE DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED. 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HDWEVER THE SUPPORTING STF UCTURE HAS B.M. BENCH MARK BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSEL PARALLEL BM BEAM FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETE- MINED BY THE BC BOTTOM CHORD MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. BO BY OWNER 23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING 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 O F THE TRUSS gp BOTTOM PLATE ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIF F VALUES ON THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLEDOUT THATARE OF INSUFFICIEN T CAPACITY CJ CONTROL (CONSTRUCTION) JOINT SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION. CLG CEILING 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NON PROVIDED, PROVIDE CONTINUOUS' AT RUN' CMU CONCRETE MASONRY UNIT LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) i2d NAILS EA BC. CO CONNECTOR 23.7. PREFABRICATED WOOD TRUSSES,. JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT COL COLUMN THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BLl r NOT LIMITED CONIC CONCRETE TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER CONT CONTINUOUS EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD CU CONDENSING UNIT OR COPPER LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR CW COLD WATER ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 5 PSI, BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES C THERWISE CXN CONNECTION CONTRACTOR SHALL. SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALC JLATIONS SEALED BYA REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETA LS REQUIRED DR DRYER AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MIFF SHALL DESIGN DISP DISPOSAL CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. DF DRINKING FOUNTAIN 23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE DTL DETAIL AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SU 3MIT DW DRIVEWAY PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWING FOR APPROVAL. 'E' EXISTING EXTG EXISTING 24. CONNECTORS/FASTENERS: EA EACH 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO E EXPANSION JOINT WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH - THE DOCUMEN' D UPLIFT ELL BUILDING ELEVATION VALUE IS ? SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON ELECT ELECTRICAL LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS ATSTRAPS AS TO EW EACH WAY NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER O TIONS USE EWC ELECTRIC WATER COOLER EITHER UNLESS SPECIFIED BY ARCHITECT. EWH ELECTRIC WATER HEATER EXP EXPOSED 25. SITE/LANDSCAPING EXT EXTERIOR 25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING EXTG EXISTING DURING OPERATION. 25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MIMIMUM OF 6" OVER 10% 4:1 SLOP - MAX. FA FASTENER 26. DOORS AND WINDOWS: FD FIELD (FLOOR) DRAIN 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND. WINDOWS AS PER MFR'S FE FIRE EXTINGUISHER SPECIFICATION/ PRODUCT APPROVAL. FF FINISH FLOOR 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON R BID CASE FIN FINISH HARD NAILS OR T NAILS @ 12"/3" END. FLR FLOOR 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC IN, 12" FROM FP FIRE PROTECTION ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W1 1/4" x 2.75" EPS EXPANDED POLYSTYRENE TAPCONS STAG @ 24" OC FTG FOOTING 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO WALL CONST CTION: FT FOOT (OR FEET) -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBCR3101, SAFETY GLASS COMPLIANCE BCR308.4) 26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. GFI GROUND FAULT INDICATOR 26.6. DOORS BETWEEN GARAGE & RESIDENCE AS PER FBC R 3J2.5.1. GSF GROSS SQUARE FEET 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. GWH GAS WATER HEATER 27. ELECTRICAL & LIGHTING NOTES GWB GYPSUM WALL BOARD 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, NO EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR AND APPROVED Fly THE HB HOSE BIB ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. HDG HOT DIPPED GALVANIZED 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER-RESISTAI IT TYPE. HW HOT WATER 27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902. HWH HOT WATER HEATER 27.4. PROVIDE GRC AS DETERMINED BY NEC 210.8 OR FBC R 3902. 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. IN INCH 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER F -: R314. INT INTERIOR 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE. ALARM AND COMPLY WITH FBC R315. 27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE d LIGHT. JT JOINT 28. PLUMBING: 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND ENTS SHALL MAX MAXIMUM BE DETERMINED BYA LICENSED PLUMBER AND APPROVED BY THE ARCHITECT, IF LAYOUT/SIZING IS MFR MANUFACTURER PROVIDED PLUMBING CONTRACTOR VERIFY. MIN MINIMUM 28.2. SEPTIC &DRAIN FIELD IS SCHEMATIC,, EXACT LAYOUT/SIZING SHALL BE BYA LICENSED S PTIC MW MICROWAVE CONTRACTOR AND ADHERE TO 64E-6, F.A.C. 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE E UILDING. NIC NOT IN CONTRACT NTS NOT TO SCALE 29. ROOF PENETRATIONS: NSF NET SQUARE FEET 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND TTHER DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT LF LINEAL FOOT MOISTURE INTRUSION AND RETAIN STRUCTURAL S ABI'fF S T L Y, IN ADDITION TO THOSE INDICATEDONTKE ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFUCTS WITH ANY REQUIRED ROOF ENETRATIONS. OC ON CENTER 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: OAS OR APPROVED SIMILAR 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LA80RATORIES DESIGN NUMBERED SYSTEMS FOR PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY O MAY NOT p.L PROPERTY LINE INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE. PL .PLATE PLY PLYWOOD 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: PT PRESSURE TREATED 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: PVC POLY VINYL CHLORIDE 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PEP FBC R302.9 - 302, 10 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 R RADIUS 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 R/A RETURN AIR 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: RCB. REINFORCED CONCRETE BEAM 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY RCC REINFORCED CONCRETE COLUMN RD ROOF DRAIN 33. MISC: REF REFRIGERATOR 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. REINF REINFORCING 33.2. GUARDRAILS AS PER FBC R312. REQ REQUIRED 33.3. STAIRWAYAS PER FBC R311.7. R/W RIGHT-OF-WAY 33.4. MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6. RTU ROOF TOP UNIT 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PE M1307.3.1. USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPC N. S. SIMPSON (MFR) 33.6, CAULK BOTTOM OF SOLE PLATEATGARAGE COMMONFRAME WALL. SIBS STYRENE BUTADIENE STYRENE 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. SEE SITE ELEVATION 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. SF SQUAREFOOT 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF %" PLY OF GWB TO FLOOR -CEILING ASSEMB IES GREATER SK SINK THAN 1,000SF AS PER FBC R302.12. SOG SLAB ON GRADE 34. FINISHES: SS STAINLESS STEEL 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WETAREAS, CEMENT BOARD INSIDE SHOWER C, MPARTMENTS. STAG STAGGERED USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE. 34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" TBD TO BE DETERMINED STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W111GA NAILS W13a HEAD @ 6" OC TC TOP CHORD W/ 1-3/4" EMBED INTO WOOD. THE TO MATCH EXISTING 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/2" 16GA FINISH NAIL EA RAF TERIJOIST/BC. TOB TOP OF BEAM TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W' ( )16D NAIL. 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 VTR VENT THRU ROOF WA WASHER MACHINE WP WATER PROOF WD WOOD WWF WELDED WIRE FABRICMESH U ` (10 1- E o U 0) 3 a-U U '-'"' U 0) IN c . 11 -.m�-a � m,CT0)-a E 5Qa m o `n _+�oc:g ',. C OO 0S0) (n S � � _ N N+,.. Y 0 O LL U a`) m LL (e) � tY 0 U w 'o 0 U U w W 0 1 p a tC � Q «� W c " E 0 w 0 a LLI > � CD U v 0 Z = J 9 F X U w w 3 z < U a 0 z 0 J W U z M z Z 0 z O 0 w W i_ J LL w Q CU o W w a //1 V / ry LL o a W H w r ♦ ) V� w a Ids z w 0 o w x N IY U M O ❑01 W < U LU z z ~ z li w a 0 a a z 0 0 a y < G F- Z 0 N W 2 m 2 O v U a W m Q N 0 N general notes 8/10/18 SHEET A-2 P1 P2 P3 P4 P5 L1 L2 L3 L4 L5 L6 L7 Le L9 L10 L11 L12 S EX EXL FL JB SD SA RA EX _I OU rtIMWH P'wasl�l _© P2 �',I ------------------- 4- p-dryer �I [rd — p-CU 11 I F P= W p ref a a o s\ MDP" a ? W ®-- ®•- --- -- -- - iILI / �.: ✓ I W i I I SD P2. i --------------- J Lti I I \\\ I \\SID t M I I \ v., 1 P1 P ------------ -_ r .\ �s ® -------- (L� 1st LEVEL POWER PLAN SCALE: 3/16"= T-0" )WER PLAN LEGEND 110V DUPLEX RECEPTACLE 110V GFCI DUPLEX RECEPTACLE 120V RECEPTACLE recessed forty 220V RECEPTACLE 110V DUPLEX RECEPTACLE w/ water protected box LED RECESSED CAN LIGHT FLUSH MOUNT CLG LIGHT FLUSH LED STRIP LIGHT VANITY WALL LIGHT SHOP LIGHT CHANDELIER LIGHT PENDANT LIGHT UNDER CABINET LIGHT EXTERIOR WALL SCONCE EXTERIOR MOTION DETECTOR LIGHT LED RECESSED CAN LIGHT- wet location INTERIOR WALL SCONCE LIGHT SWITCH EXHAUST FAN- VENT TO ROOF EXHAUST FAN WITH LIGHT- VENT TO ROOF FANI LIGHT COMBO JUNCTION BOX SMOKE DETECTOR- INTERCONNECTED, HARDWIRED W/BATTERY AC SUPPLYAIR CEILING GRILLE AC RETURN AIR CEILING GRILLE EXHAUSTFAN Dwelling ENctric Load Cakulator =12 9m21 WORD L40d 60411r ofowa m tet6"g WHO" 0paas6a0M0)a trA"* We, FkaaHmA=.. 196z 6,fai w aassmsl6F"Aw Ra - w w.RM a"ANAppMaaaa la#0 1600w to #ft h 20 amp 0ra1H11 dmd fd*"d psr210.1(S41) 0 EACH kkdwk ArAW1l. b4alug6l mom. #hhD monL ar4Ndbr amaa, #dSmAAppWire6ranch Ckamu-• 1600ws 3.000 w ENIA n LaowFLOW sNLaand<y a.t Csaubm 1600w= IAA w Tea want LigMbg a Apprmce Loa& %W w ? ,u L10 Lai# FIN" Don," Fiat" FxU3t mkssswa% 3.000 w F"m3emtau Aw R36M zM*w RenukderdwVlsoAWxt2S% - w TOW LigtYlp Dsmad Loa& 6400 w 2D.64 EMaUt CHOW Drys" Qy l E0N.cDWS1 :Is 6P10 w QW= EIMIC Ory6r tr n 220.66 Etekt ClOAdq'R a.StvaTa sasd MbS Ornm 1ltmspptt 4SD kw kW EYcb1a c4,kk g Dam4ad Load• 3A00 w 220,61 va" Move; "w H"1"g Load; or Ak Caod#Aming Lases R92001cokso a"Mot 60 In AC#2KG 138EM 2Tm 2A kva FbWE14smfaSpaae Haal#2 .--- - -- Aw AC#zlGee \16 $FJER 2Tae 27 kw Fhtd Ekatrk SP=a"=M#3 NO AC#yGep ;u - kw Fk�edElaaUkSpsasMaM#4'. AC#4Ka - k. FixeAElsalrc Span Heat #6 ADl&GW - kva Tea HSMAACLmd- 16,066 w 2m.14 AppW60#0�-Dw�01� _ Mr - ToW Comaeet4 Load. 7.330 vs 220M Appaaw 0064 ws" Ilailt TOW Applp� O*n&ww Land • 6A06 w XEI MelerLea#ds*120VaNt Deaerl = 1 D,y valwa0a) 6 T*W Ater Lose • va 43024 8sw"1 Mani a A MewNt a ad Dew Lasdb) 26KofLarg"t MoWLmd• va TeW Mefer Dowead Lead s - vs TWAL CALCULATED DEMAND LOAD In VOft4xgN - 361142 w TOTAL CALCULATED DEMArDLDAD In AMPS 0120tAW 1peNe s 140 amps own"SEIRVICE `.-W gy6ggg1 $Wr0cFmx VICE SIZE EECKIESM. 200 amps NOW Ekcdkal waVsalortor�ifTaaarsq aid caepktmcsolFbad aAu4aron I P1 I E�, I \ P1 AHU in attic — , 059-g — 8u�zilr to 14 SD SD SD a. SD I EM � I EL P1 P1 ©-------------------------- Pt-----------U 2ND LEVEL POWER PLAN SCALE: 3/16"= T-0" I I I I I I 4" SOG (SEE FLOOR PLAN) FIFE: 0'-4" ISOLATION JOINT — — — — oil F1 TYP 1 STORY FTG I I L— F1 F1 0 01 F3 F3 If if F2 F1 / TYP REENTRANT CORNER I ' BAR AS PER GEN NOTES I I F1 STAIR COLUMN F6 I I 1 _- I 4" SOG=1- FFE:O'-0" I I� m I �a— F2 TYP 2 STORY 1-4' �' 7 -31K 7 f' ' 5 -9/16' cO -..'� SWRRECESS EOn I I I —J L F1 I I F2 ---- 1-� I I � F2 ISOLATION JOINT I I I I 4" SOG FFE: -0'-4" I I F4 F4 F4 F4 if If if FOUNDATION NOTES: -SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED ON PLAN FOR CLARIFICATION. FOUNDATION / SLAB PLAN -SEE FLOOR PLAN FOR DIMENSIONS SCALE: 1/4"= T-0" 0REINFORCEMENT F1 SOG- MONO FOOTING SCHEDULE •• 18"xCONTx18" 0'-0.1 (2) #5 CONT BOTT F2 SOG- MONO 20"xCONTx12" 0'-0" 1-10-411 (2) #5 CONT BO F3 SOG- MONO- COLUMN 36N36N12" (4) #5 EW BOTT' F4 SOG- MONO- COLUMN 18"x18"x16" 0'-0,, (3) #5 EW BOTT FS SOG- MONO- COLUMN 24"x24"x12" 0'-01. (4) #5 EW BOTT F6 SOG- MONO- COLUMN 18"xl8"x12" 0'-01, (3) #5 EW BOTT NI\ ROOF PLAN 0 N g E U CL ,, W d L c O () -- Q C+_ oNp z.;... p •M 'ons C +2fl.—�= 0 O 0.-£ D co 0) NZ LM N 4) y + �V Y 0 v {M J co IJ_ Lt_ a U W 0 a U LL U w a x F O LL w a 0 W w ❑ ❑ W 0 w 0 w a U w w W 3 z r U w a z z W Ct) z S m Z Z o W _ I(-, LL v w a W H w C/) a z w Q ® w ii 0 z O Z 0 ❑ W w ¢ U W z ❑ z z I.L W W a a 5 a zz (D 0 9 J a O Z LU N w � O v ULU n \ 0 0 foundation/power plan 8/10/18 SHEET A-3 SLOPE AS PER ROOF PLAN 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 TRUSS TO ALL BOND BEAMS W/ SIMPSON HETA 20 EA TRUSS, USE (2) @ MULTI PLY GIRDERS, USE DETAL20 FOR SINGLE PLY GIRDERS,USE SIMPSON HSTM16 ON INSIDE FACE OF LINTEL FOR MISSED EMBEDED ANCHORS. SEE FRAMING PLANS FOR OTHER CONDITIONS. METAL DRIP OVER PT WOOD DRIP OVER 2x8 J OR 2x10 CEDAR FASCIA TO TRUSS ENDS W/ (3) #16d NAIL, 6" 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 4 ' J, SEEBLDGSECTION CLG AS PER GENERAL SPECS AND RCP MASONRY BOND BEAM & REF AS PER GENERALSPECS INTERIOR MONO �W- FOOTING CURB/ RECESS e 6 Y 2 I( 0 J kW SOG/FILUCOMPCTIONAS r - PER FOUNDATON PLAN AND GENERALNOTES SCALE: 1/2"= V-0" ;} LINTEL AS PER WINDOW/DOOR SCHEDULE -sor PT 1x BUCK @ JAMBS & HEAD, ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON @ 12"/3" END, SAME FOR DOOR BUCKS FLASHING AND SEALING WINDOW FRAME W/ FLANGE, AS PER MFR SPECS AND ATTACH MASONRY/GONG GEN NOTE 26.3 AS PER MFR SPECS SILLAS PER WINDOW/DOOR SCHEDULE EXT INT ..:. TYP OPENING BUCK DETAIL SCALE: 1"= V-0" FASTENER KEYNOTES: F1. STUD TO TRUSS BRG END OR VERT WEB W/ SIMPSON H6 OR MSTAM24 H10S F2. TYP FLOOR TRUSS TO CMU W/ HETA 16 OR MSTAM24 H10S F3. RAFTER #1 TO TOP PLATE W/ SIMPSON H6 F4. not used F5. not used F6. TYP ROOF TRUSS TO CMU W/ SIMPSON HETA 20 F7. FGT OR RGT TO CMU W/ SIMPSON (2) HETA 20 F8. FGT1 TO BOND BEAM W/ SIMPSON MGT F9. BEAM #18 TO CMU W/ SIMPSON HUC210-2. 2 3/4" TAPCONS. F10. RAFTER TO BEAM W/ CONCEALED TIMBERLOCK SCREW BY FASTENMASTER THRU TOP OF RAFTER W/ 2" EMBED TO BEAM F11. BEAM TO POST W/ SIMPSON CMST16 F12. POST TO FOOTING W/ SIMPSON ABU66Z F13. RAFTER TO LEDGER W/ PORCH RAFTER TO 2x8 LEDGER W/ (5) #10 3.5" TOE SCREWS TO LEDGER. LEDGER TO 2x6 STUDS W/ (3) #10 3.5" SCREW EA STUD. ANF14. not used F15. CLG JOIST TO LEDGER W/ SIMPSON HU11 F16. TYP RAFTER TO TOP PLATE W/ SIMPSON TSP. 10D TO PLATES. FIT TYP RB,HB,VB TO DBL BRG STUD W/ SIMPSON H6 F18. RAFTER TO BEAM 15 W/ (5) 16D NAILS F19. TYP RAFTER 2 TO RB,HB,VB W/ (5) 16D NAILS F20. BEAM #15 TO BEAM #14 W/ SIMPSON LU210 F21. LINTEL TO JACK STUD & JACK STUD TO TRUSS W/ SIMPSON CS22. FRAMING KEYNOTES 1. TYP RAFTER: 1.5" x 7.25" LSL @ 24" OC 2. TYP RAFTER: 1.5" x 7.25" LSL @ 24" OC. 3.22"x30" ATTIC ACCESS W/ LADDER A4. INTERSECTION OF RIDGE & VALLEY BOARDS. TIE TO OPPOSING BOARD W/ SIMPSON CS20 OVER TOPS. 5. NON BRG INTERIOR WALL 6. MAINTAIN MIN 12" DIA CHASE FOR DUCTS. 7. TYP 24" PE FLOOR TRUSS @ 24" OC. 8. TYP 24" PE FLOOR TRUSS @ 24" OC. 9. 3/4" CDX PLY GLUE OVER 3/4 lx6 SYP T&G OVER 2x8 @ 24" OC W/ 6" RADIUS EAVE. NAIL EA LAYER TO RAFTER, 1ST LAYER (2) 8D IRS EA RAFTER, 2ND LAYER 10D IRS @ 4" EDGE/ 6" FIELD. NO FASCIA 1A10. TYP 24" PE ROOF TRUSS @ 24" OC. 11. TYP CEILING JOIST: 1.75" x 11.25" LVL @ 24" 0('. 12. TYP CEILING TIE: 1.5" x 7.2� RI IN CON, ;BOARD ABOVE & PERPENDICULAR TO CEILING JOISTS. TIE TO RAFTERS W/ 5 16D NAILS. 13. TYP CEILING TIE: 1.5' x 9 25" LSL. TIE TO RAFTERS W/ 5 16D NAILS. 14. RAFTER: DBL 1.5" x 7.25" LSL @ 24" OC 15. BEAM: 1.5" x 9.25" LSL BETWEEN RAFTERS IN NOTE 14. 16. +/-10" DIA CHIMNEY FLUE, VERIFY W/ CONTRACTOR 17.3" TOILET DRAIN 18. PORCH BEAM: (3) 2x12 W/ lx CEDAR WRAP 19. 6x6 PT POST W/ 1x CEDAR WRAP 20. not used 21. FV W ARCHITECT, STRAPPING OF CHIMNEY TO RAFTER #1 & BRG WALL. 22. CHIMNEY FRAMING: Y" PLY OVER 2x4 @16" OC 23. 2ND LEVEL NON-BRG WALLS SHALL NOT BE TIGHT TO CLG JOISTS LEAVE 1/4" GAP 24. OKAY TO NOTCH RAFTER EAVE (NOT BRG) TO 6" �25. GABLE END BRACE, 2x6 TO CENTER STUD & RB1,2 W/ 4 12D NAIL EA CONNECTION 26. 2xl2 LEDGER TO 2x6 STUDS W/ (2) 3-5/8" LEDGERLOK BY FASTENMASTER @16" OC 27. 8"xl6" CAST CONC COLUMN W/ (4) #5 VERT W/ #3 @ 8"OC 28. not used 29. 2x8 COLLAR TIE EA TRUSS THAT IS NOT TIED W/ CEILING JOIST TIES. ATTACH TO RAFTERS W/ (4) 12D NAILS. FRAMING NOTES: -ALL WALLS SHOWN IN GREY ARE LOAD BEARING BELOW UNO- BEAR TRUSSES/ RAFTERS ON ALL EXTERIOR WALLS -ROOF DIMS ARE +/- (NOT EXACT) -FV W/ ARCHITECT ALL FRAMING PRIOR TO COUNTY INSPECTION -RB: RIDGE BOARD, HB: HIP BEAM,VB: VALLEY BEAM, FGT: FLOOR GIRDER TRUSS, RGT: ROOF GIRDER TRUSS -ALL RB,HB,VB TO BE 1.5" x 9.25" LSL UPPER ROOF CEILING PLAN 1/4"= T-0" F17 F16 -L_L-I--L_L_j F19 -4-to w ti Iv --- --- I I 14 ----- I I I L-� 15 tie �--- J�--- 14 I 14 UPPER ROOF: FRAMING PLAN SCALE: 1/4"= T-0" II I I I F7 F6 ' I F7 F7- FGT/RGT2 AND FGT1 TO BOND BEAM 4 in 27 i i FGT2 & RGT2 .,.-_L 6 2"_,FINISHED B - F7 I i �FGT3 & RTG3 I- I I_ L�-_-[-�L_ I I I II I I... I I I IFI I I I I I I I I I I I I I I I I - .L-�I 1 I I I I l I a F10 I I I II I i l l F8 FGT1 RGT1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 17 F9 NOTE: THIS SHEET MUST BE VIEWED IN COLOR 0 V m o E 0 U CL z N y c O U a C «. U i _0 fl. � 0) 7 +cn mpd.-cNm 1= _ CV ,� ` =O Cn N y + 0 C Y Q C J 0 m LL V U m LL U U w a U U 0 r 0 0 w 0 J w 0 0 a 0 w 0 w 0 a U W z Z Q r U a z W o V 7 Z S m Z p w 0 W i- a 0 '^ D/ a W I-- w vJ co w a z w Q ® w x N v N z O0 W U_ W Z Z z z w 0 z 0 a z 5 (, � m o a w z m W UCD w 0 " w CD z o Q I- c N Z W O a U a W 0 M framing 8/10/18 SHEET A-4 p. Ule f•LU S: 4�NG1S P. L/Ee7 AR97108 FLOOR & LOWER ROOF FRAMING PLAN SCALE: 1 l'-0" r• ■��rair: #I i7R4W/NG 39 R311.7.91 Bulkhead enclosure stairways. Stairways serving bulkhead enclosures, not part of the required building egress, providing access from the outside grade level to the basement shall be exempt from the requirements of Sections R311.3_and R311.7 where the maximum height from the basement finished floor level to grade adjacent to the stairway does not exceed 8 feet (2438 rum) and the grade level opening to the stairway is covered by a bulkhead enclosurewith hinged doors or other approved means. I- -� Up 7 p1RER6 id PLAN VIEW MIN. STAIRWAY/ GUARDRAIL REQUIREMENTS UNO 0 ELEVATION VIEW im Sidewall Flashing Detail FLASHING DETAILS WALL LEGEND Zi� Headwall Flashing. Detail Al WINDOW SCHEDULE UNIT SIZE B. • • LOCAr. (WxH) LINTEL LINTEL TYPE NOTES W1 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W2 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 81E24-1B S.HUNG W3 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W4 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W5 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL8F24-1B S.HUNG W6 1/EXT 2-2x4-6 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W7 1/EXT 2-2x4-6 8-0 CAST CRETE LINTEL 8F24-lB S.HUNG W8 1/EXT 2-2x4-6 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W9 1/EXT 4-Ox4-2 8-0 CAST CRETE LINTEL8F24-1B S.HUNG W10 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL8F24-1B S.HUNG W11 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 81`24-1B S.HUNG EGRESSABLE W12 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W13 1/EXT 2-8x6-0 8-0 CAST CRETE LINTEL 8F24-1B S.HUNG W14 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG W15 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG EGRESSABLE W16 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG W17 2/EXT 2-OxS-O - 8-6 (2) 2x8 S.HUNG W18 2/EXT 2-Ox5-0 8-6 (2) 2x8 S.HUNG W19 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG W20 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG 1EGRESSABLE W21 2/EXT 2-8x6-0 8-6 (2) 2x8 S.HUNG W22 2/EXT 5-6x6-0 8-6 (2) 2x8 DBL S.HUNG SHOP DRAWINGS PROVIDED TO CONTRACTOR BEFORE INSTALLATION CONTRACTOR TO VERIFY RO DIMENSIONS PRIOR TO MASONRY WORK MASONRY OPENINGS TO USE HiWind SILL BY CASTCRETE GLASS TO BE IMPACT OR OPENING PROTECTION AS PER FBC-R301.2.1.2 GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS ALL WINDOWS TO HAVE INSECT SCREENS ID DESCRPTION SPECS THICKNESS ON FLOOR PLAN REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A-1 9" WOOD POST SEE FRAMING PLAN 8"X8" _ NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" LOAD BEARING 2x6 WALL SEE GENERAL SPECIFICATIONS ON A-1 6.5" LOAD BEARING 2x4 WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" 2ND LEVEL FLOOR PLAN SCALE: 1/4"= 1'-0" FLOO 1. INTE 2. EXTE FLOG 1. 0— DOOR SCHEDULE • LOCAT.DESCRIPTION D1 1/ EXT 6-Ox8-0 ICAST CRETE LINT[ L 8RF22-18 ID.SWING, 1 LITE PANEL D2 1/ EXT 3-Ox8-0 ICAST CRETE LINTI L 8RF22-1B S. SWING, 1 LITE PANEL D3 1/ EXT 3-Ox8-0 ICAST CRETE LINTEL 8RF22-16 IS. SWING, 1 LITE PANEL SHOP DRAWINGS PROVIDED TO CONTRACTOR BEFORE INSTALLATION CONTRACTOR TO VERIFY RO DIMENSIONS PRIOR TO MASONRY WORK MASONRY OPENINGS TO USE HiWind SILL BY CAST CRETE GLASS TO BE IMPACT OR OPENING PROTECTION AS PER FBC-R301.2.1.2 GLASS TO HAVE: LOW-E, U-FACTOR <_ 0.4, SHGC <_ 0.25 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS E +- a' 0 U 0 v N y c U a t+ U Q p C O Lo E Q d C 3 Ib+ C.S w N �m 2 a) M N E ni :.2) d N t Y CI 0 c o U C J c[S LL. LL U 0 U U x 0 LL w a 0 J W w ❑ z a w J W W F Q W U K z Q U W z z W U z m z cn z O w W F— J LL O Q U � � a a W F w F U Q z 0 w w X U z O❑ W W z ❑ z I w W Z Q Z Q z Z s a z z c� w ❑ ui J J Q F C O 5 W W c� G � 9 0 C) a W F a m o 0 floor plan 8/10/18 SHEET A-5 P. oe .v AR97108 :h I I I ( 20'-W 14'-8 3/4" 1 ST LEVEL HVAC DUCT LAYOUT -BY SCALE: 1/4"= 1'-0" — — — J COVERED ENTRY 34� 38'-8" 2ND LEVEL HVAC DUCT LAYOUT _ BY s SCALE: 1/4"= 1'-0" �d E o E CQ" ' O a)C U C ++ O O 1Z Zn "a - Q rymLo a t E� o) _ + m 0_!'N =cow i m Cr E_cMQ p1 tll 2xc�o N d y�+(N 0 C c) Y C) J J O LL U LL r U W O K a U LL_ W a y w x 0 LL ❑ W a 0 J W > W ❑ Z a O W J 1 W W Q fL U W fL ❑ Q F U W a z W S v 7 L z CD Z p w W H J W Q U � ��/ cr- a a W I— W w V/ a Q Z O w w OC U z O ❑ w > W W Z ❑ z z w U' W z a z w ❑ vi J z w cw cG G 0 V w a 0 0 HVAC 8/10/18 SHEET A=6 d t 6?31LP�11 Sidewall Flashing Detail FLASHING DETAILS WALL LEGEND Headwall Flashing Detail WINDOW SCHEDULE UNIT SIZE .• •NOTES WITEXT 8xfi-0 10-� CAST—cv— L1N�a �F8-16 CAST CRETE�LIN 118f 8-1B _.._ iS HUNC ._'S.HUNt W2 1/EXT 8x i-U w 110-1. 1%EXT 86-0 10 3 CAST CRETE UN1uL8F8-1B tS.HUNG; W4 1/EXT 8x6 0 0-0 CAST CRETE LIN I 8F8-1B i5 HUNG., - _ 3/E), Sx�rO 1t �' CAST CRETE LINT I L 818=1B �S HUNG W6 1/EXT 2x4-6 -till 10 CAST CRETE LIN P L8F8-1B S.HUNG Wt� 1/EXT 2x4-6 1tJ-) CAST CRETE LINTY 8F8-16 S.HUNG , W8 1/EXT 2x4-6 10-; CAST CRETE LINT 8F8-113 SHUNG i9!=` 1/EXT 3 0x4-2 14-3 CAST CRETE UNTIL 81`8-113 '5 HUN '• g W10 1/EXT 8x6-0 10 CAST CRETE LIN II fL 818-113 SHUNG „�TEXT 10s ATLNi aW _ —}RESSr78-0 RBLE Vv'12 1/EXT 8x6-0 10 CAST CRETE LIN I L8i8-1B S11UMS W13 1/EXT ®. '-8x6-0 10-? _ CAST CRETELINT'L8K8-18 ;SHUN4Ja _ 2/EXT 8x6-0 _ 1 b (2) 2x8 iS HUWe �W14 I W1S 2/EXT 8x6-0 4 1l"1- (2) 2x_8 s(2) 2x8 (2,) 2x8 S.hIUN+ S HUNG _ S. HNGU E,.aRESS2 BLE �- � W16 W1 2/EXT 2/EXT 110 2-Ox5-0 10-5 _ _ _ N'18 2/EXT �'-Ox`>-O 10-0 (2) 2x8S.HUNG Q W19 2/EXT _ ' _ (2) 2x8 2x8 S.HUNG S.HUNGL RESSABLE W20 EXT 2/ 8x6-O d I-�,(2) w.: WA 2{£XT-, 2Sx �4T�?k „".,�}2x$ W22 2/EXT 5-6x6-0 10-6 (2) 2x8 DBL S.HUNG SHOP DRAWINGS PROVIDED TO CONTRACTOR BEFORE INSTALLATION CONTRACTOR TO VERIFY RO DIMENSIONS PRIOR TO MASONRY WORK _ MASONRY OPENINGS TO USE HiWind SILL BY CASTCRETE _ GLASS TO BE IMPACT OR OPENING PROTECTION AS PER FBC-R301.2.1.2 GLASS TO HAVE: LOW-E, U-FACTOR 50.4, SHGC50.25 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS ALL WINDOWS TO HAVE INSECT SCREENS ID DESCRPTION SPECS REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A; 1 WOOD POST SEE FRAMING PLAN NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A,-1 ® LOAD BEARING 2x6 WALL SEE GENERAL SPECIFICATIONS ON A, 1 LOAD BEARING 2x4 WALL SEE GENERAL SPECIFICATIONS ON A-1 2ND LEVEL FLOOR PLAN Y SCALE: 1/4"=1'-0" FLOC 1. INTE 2. EXTI FLOC 1. fD C d 5 p U E ., M S c U Q q cjci Q` m V) lZ p E 3 + r U) cc T N V ca D 0 E� N C m 2 = io IQ a) (1) d c ih Y 0 C J LTV m @LL � U 3 3 tell U .; ZL_ LU r— .® D In � tl! F_ l]C z 1� 0 It 01 d� '> Las a1' LY z w A u) LL/J V'` C) C) floor plan 8/'10/18 -�: _ PLATFORM STEEL, " SEE PLAN STAIR RADIUS -A- r g a ❑ w z a r k ox O�n�m ° X: HEADR2 ,"OHOLE () NNm2v¢i FWLL2ZmNOWOW ¢pm FFN¢rn� 12 GA. RIB FOR BALUBT-RS Fa W❑OOkOQ NUFZOLLO ¢uio��i" STIFFENER RISER z c»�>wwzLLomi�LL �wox4az ro CODE PLATFORM HEIGHT-,,,,1/4"DIA.HOLE 1/4"SQUARE HOLE 0446 O.D.DSQ R SCREWS ONCONORSET °o oo�$LLONzmz�mFWN�U NOFW J ( 3.5"O. D. PIPE oLLoaaoLL° �O r❑yo�zw=mwzwma LESSSLEEVE TREADS N ❑ p -' x z _ OPTIONAL UPWARD 1-1/2 PLATFORM STEEL, COLUMN(0.120" aia<m Fmzoam_oxm'w` co m�oz�w O<Qx BEND SEE PLAN TR) p¢m_¢�g�rc �O>z"°¢ter ¢O�jz LL�O'naa PLATFORM STEEL, (2)SELF=TAPPING SCREWS ° aO wy�y❑ zzw'- z'�agwwz6a F'-rao�m _ SEE PLAN �Owo ¢❑wzz o0 ~Nttg¢zozo�zz¢ BALUSTER 3/18 3-8 m o❑❑�z�rc�'-J��g0aamaa°w�uwiiatiir� FOR TOP O.z a¢o aN ❑¢aoNwffazo>z°a - wwa gaw0❑awooOwLL Pzw❑ottz M 12 GA. RIB BRACKET, SEE 3116 3-8 STIFFENER DETAIL MAX HEADROOM 1112x11l2STEELANGL DROP PLATFORM (2) BOLT, WASHER AND NUT FIRST RIB ONLY 12 GA, OR 1/8" MAX. HEADROOM PLATFORM PLAIN STEEL OR 1/8" OR 3/16" 2 PLATFORM ELEVATION 11/2"CUP TO DIAMOND PLATE 0 RECEIVE CENTER BALUSTER W/ -. SETSCREW 4 PLATFORM SECTION 5 TOP BALUSTER BRACKET ° SEE DETAIL 21 FOR HUB SPECS FOR PLATFORM 12 GA. OR 3/16" OPTIONS, SEE SMOOTH STEEL OR STAIR RADIUS 1" SEE NOTE 12 (I DETAILS 3, 6, 9, 1/8" OR 3/16" ( 3/16 3116 2-6 10 & 11 f 4 DIAMOND PLATE SEE DETAIL 21 FOR HUB SPECS SECTION f - 12 GA. OR 3/16" SMOOTH STEEL OR p 1/8" OR 3/16" LUw DIAMOND PLATE - EE CHART 6 FOR DIMENSIONS w NOTE: 3"x12GA. RIB STIFFENERS � � �4"�31/4r- Oj Z (2) ROWS OF _ 11 (4) @ET SCREWS w UU co HOLES FOR @I w SETSCREWS COMBINATION SCREW FOR 1 1/2" CUP TO BI FOR COLUMN BASE N 4" O.D. SLEEVE (0_.220" THE D AND FLAKEBOARD D EAOD RECESET SCREW TREADS N PLATE BALUSTER Wl CONNECTION, SEE (2) ROWS OF TH.) OVER 3" O.D. PIPE ND RISER C! Qp COLUMN (1/8" TH.) 0 HOLE DETAILS 12, 19& CONTINUOUS SLEEVE STAIR w ly FOR 38 HLAGS 20' 0.38"0 HOLES FOR 3" x 12GA- RIB ° BOLTS STIFFENERS WALL ATTACHMENT 1 �O �'T `l ' TREAD AND 'T'T=T-'T-i``�: (FASTENERS AND N '-i-'-T-' HARDWARE SAL TE FOR BALUSTER SUPPORT STRUCTURELLCjj = _ �_�--�-�-� BY OTHERS) w .- O--,'' 4 3/8"0 LAG BOLTS BASE CONNECTION, - i--'-i-' FOR TREAD SEE DETAIL 17. OPTIONS, SEE ° - 038" HOLES FOR DETAIL 8 O WALLGATTACHMENT NOTE: HALF TURN BRACKETS AVAILABLE FOR 16.36°, n . . . (FASTENERS AND 22.5° AND 27.5° STAIRS ONLY ADJUSTABLE SLEEVE STAIR EQEQEQ. EQEO SUPPORTSTRUCTUREHOLES PROVIDED IN BY OTHERS) STEEL FOR SCREW STAIR RADIUS + 1" (SEE NOTE 12 CONNECTION TO WOOD TREAD 1 STEEL SPIRAL STAIR ISOMETRIC 3 1 900 PLATFORM PLAN 6 900 "CURVED" PLATFORM PLAN 7 HALF TURN BRACKET 8 TREAD END PLAN STAIR RADIUS + 1" (SEE NOTE 12) STAIR RADIUS+ 1" SEE NOTE 12 STAIR RADIUS + 1" (SEE NOTE 12 (4) -.4" 0 HOLES FOR 3/8"0 SEE DETAIL 21 FOR HUB SPECS ( x 1 1/2" LAG BOLTS (LEAD (4) -A" 0 HOLES FOR 3/8"0 SEE DETAIL 21 FOR HUB SPECS SEE DETAIL 21 FOR HUB SPECS ANCHOR SHIELDS NECESSARY x 1 1/2" LAG BOLTS LEAD 12 GA. OR 3/16" FOR CONCRETE FLOORS) ( Q 12 GA: OR 3/16" 12 GA. OR 3/16" ANCHOR SHIELDS NECESSARY SMOOTH STEEL OR SMOOTH STEEL OR FOR CONCRETE FLOORS) SMOOTH STEEL OR 1/8" OR 3/16" 1/8" OR 3116" 1/8" OR 3/16" 3/16 11/2-3 DIAMOND PLATE e m°e°� d•°°A°�O�°� CT-1 DIAMOND PLATE DIAMONDPLATE °oar�d� o°o°� °� (2) ROWS OF ° o (2) ROWS OF -1/40 HOLES o d (2 " ) (2)-1/4"0 HOLES 3"x12GA: RIB FOR SET SCREWS FORSETSCREWS O• �® °Q STIFFENERS � � ° DIAMOND PLATE FLAKE BOARD Ik CT-2 e 0 W + n- - W - 3" x 12GA. RIB 3" x 12GA. RIB fUd RECESSED HOLES T 0 0 �j11 ¢ RECEIVE CENTER BALUSTERS STIFFENERS 'O, ¢ STIFFENERS a w m 0 CT-4 6' z w >- 6 [7 o 0 0 O LU 0.38' 0 HOLES FOR a 0.38"0 HOLES FOR ° CT-5 Of WALLATTACHMENT_ (FASTENERCHMENT HIDDEN BASE MOUNT _ SUPPONERSAND Q.d SFUPPORTSTRUCTURE �� BASE PLATE Q SUPPORT STRUCTURE \ / WALL HOLES FOR \ / NOTE: BASE PLATE AVAILABLE IN 8", 10", 12" OR WOOD GRATED BY OTHERS) �/` (FASTENERS AND T BY OTHERS) �✓ CUSTOM DIAMETERS (FASTENERS AND SUPPORT STRUCTURE BY OTHERS) E: CT-6 9 600 "TRIANGULAR" PLATFORM PLAN 10 60° PLATFORM PLAN kll60° "CURVED" PLATFORM PLAN 12 POST BASE PLATE 13 FTREAD TOPS 14 TREAD PROFILES ° 1-1/2" E ° Z DIA. (4) -3r8"0 HOLES FOR 5/16"0 COLUMN, SEE SCHEDULE, DETAIL 17 COLUMN, SEE SCHEDULE, DETAIL 17 COLUMNS ' ROUND x112"LAG BOLTS (LEAD 4H O.D. 1. D. WALL THICK MATERIAL ANCHOR SHIELDS NECESSARY COLUMN BASE, SEE DETAIL 18 COLUMN BASE, SEE DETAIL 18 TOP FOR CONCRETE FLOORS) 3.511 3.25" 0.120" TUBE e. 3 ,, ❑ w a f 1/2" TALL X ° z e 3.068" 0,216" SCH'D 40 PIPE a N o a 1" WIDE - OPTIONAL 3" COPIN - 3. " 2.9" 0.300" SCH'D 80 PIPE CHANNEL W/ 1-14'' TALLx •a° � 6" 5.625" 0.188" TUBE Ll e .. PRESS -FORMED COPPED STRAIGHT 1-116 WIDE PLOW BASE OF a BOTTOM OF FOOTING 6. 25" 6.065" 0.280" SCH'D 40PIPE FOOTIN.T. SHALL BEAR ON BE BELOW VIRGIN SOILS OR BLOCKING AND FLOOR HUBS ENGINEERED FILL LOCAL FROST HAVING A MIN. SYSTEM TO BE DESIGNED O. E IAL I.D. WALL THICK MAT LINE DEPTH BEARING CAPACITY OF BY OTHERS TOO LOADINGAS 2000 PSF. DEFINED IN SCHEDULE 4" 3.56" 0.220" TUBE 15 BALUSTER TIPS 16 ROUND TOP W/ CHANNEL 17 BALUSTER BASE PLATE 18 COPING W/ PLOW 19 FOUNDATION COLUMN BASE J 20 FLOOR SUPPORTED COLUMN BASE 21 COL MN & HUB SCHEDULE w > HINGE PIN GENERA NOTES Q o REMOVABLEIN~ O 3.5" x 3.5' WOOD POST � TOP BRACKET � /� 1. ALL WQRK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH LOCAL AND STATE BUILDING V J /1 z a CV :RAILS AVAILABLE IN 36" AND 42" HEIGHTS AND WELDED TO V J CH O op BOTTOM BRACKET CODE REQUIREMENTS. \\� CH-2 Q CH-3 C R CH-4A O CH-4B O SELF -TAPPING A = TREAD RADIUS SCREW IN EACH B = CLEAR WALKING PATH CH-4C BRACKET C = TRUE TREAD DEPTH D = STEEL TREAD WIDTH E = WOOD COVER WNDTH F = HUB HEIGHT G = PLATFORM SIZE. H = RECOMENDED FINISHED WELL OPENING DESIGNER 2x2 POSTS 1x1 POSTS OPTIONAL ALUMINUM II=TREAD OVERHANG 2. GENERAL CONTRACTOR IS RESPONSIBLE FOR INSURING THAT ALL WORK BE PERFORMED IN U O C W Do STRICT COMPLIANCE WITH OSHA SAFETY REQUIREMENTS. G ob 3. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO START OF CONSTRUCTION. < J J M 4. FOUNDATIONS SHALL REST ON UNDISTURBE SOIL CAPABLE OF A MINIMUM BEARING V J PRESSURE OF 2,000 PSF. THE ENGINEER SH LL BE NOTIFIED FOR REDESIGN IF THIS � � (� w Or MINIMUM VALUE CANNOT BE ATTAINED. 5. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH A.C.I. 318-02. ALL CONCRETE SHALL C) DEVELOP A MINIMUM ULTIMATE COMPRESSIV STRENGTH OF 3,000 P.S.I. IN 28 DAYS. LLI 0? 6. NO CONCRETE SHALL BE POURED WHEN THE TEMPERATURE IS 40 DEGREES FARENHEIT AND (n J �- FALLING. ALL CONCRETE SHALL BE CURED IN ACCORDANCE WITH THE LATEST A.C.I. CODE. r l `vim �' d J 7, ALL CONCRETE EXPOSED TO WEATHER SHALL CONTAIN AN AIR ENTRAINED ADMIXTURE V CONFORMING TO ASTM C-260. O O 8. ALL REINFORCING STEEL SHALL BE ASTM A-6 5, GRADE 60, ALL WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. It 9. ALL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO AISC "SPECIFICATION FOR STRUCTURAL STEEL BL) LDINGS" NINTH EDITION, AND AWS "CODE FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION". ANCHOR BOLTS SHALL BE ASTM A307, ALL STEEL SHALL BE CLEANED OF RUS , LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS. 10. ALL SHOP AND FIELD WELDING SHALL CONFORM WITH A.W.S. D1.1-03 SPECIFICATIONS, ALL FIELD BOLTS SHALL BE ASTM A-325. 11. ALL WOOD FRAMING SHALL CONFORM TO TH" RECOMMENDED PRACTICE OF THE NATIONAL JOB No: DESIGN SPECIFICATION OF THE NATIONAL FOREST PRODUCTS ASSOCIATION. HANDRAIL 12. CUSTOM OPTIONS ARE AVAILABLE FOR PLATFORMS, TREADS AND RAILS. TYPICAL WIDTH OF o ALL PLATFORMS IS ONE INCH LARGER THAN HE RADIUS OF THE STAIRS, HOWEVER CUSTOM TURNDOWN CAP o SIZES ARE AVAILABLE. CUSTOM PIECES FOR ALL ASPECTS OF THE STAIR CAN BE CREATED, DRAWING NO: PLEASE CALL FOR QUOTES AND QUESTIONS. 13. ALL STAIRS CONFORM WITH REQUIREMENTS OF THE INTERNATIONAL BUILDING AND RESIDENTIAL CODES, LOCAL MUNICIPALITY MUST BE CONTACTED TO VERIFY COMPLIANCE 22 RAILING OPTIONS 23 HANDRAIL PROFILES 24 SAFETY GATE 25 TREAD SIZES AND DIMENSION CHART WITH ANY STATE OR LOCAL CODES ORREQUIREMENTS. DIAMETER OF STAIR 30° 3'-6" 30° 4'-0" 300 4'-6" 22.5° 5'-O" 30° 5'-0" 22.5° 5'-6" 30° 5'-6" 16.36' F-6" 22.5° 6-0" 30' 6'-O" 16.36' 6-6" q 201/2" 231/2" 261/2" 291/2" 291/2" 321/2" 321/2" 321/2" 351/2" 351/2" 381/2" B 1T' 20" 23° 26" 26" 29" 29" 29" 32" 32" 35" C 71/2" 71/2" 71/2" 59/16" 71/2"' 59/16" 71/2" 4" 59/16" 71/2" 4" D 111/2" 131/4" 15" 13" 16" 14" 17 1/2" 103/4" 15" 19 1/2" 12 1/2" E 131/2" 151/4" 17" 15" 18" 16" 19 1/2" 12 3/4" 17" 21 1/2" 14 1/2" F 4" 4" 5" 5" 5" 6" 6" 6" 6" 6" 6" G 2ZN22" 25"x25" 28"x28" 31"x31" 31"x3l" 34"x34" 34"x34" N/A 37"x37" 37"x37" N/A H 44"x44" 50"x50" 56"x56" 62"x62" 62"x62" 68"x68" 58"x68" 36"x67" 74"x74" 74"x74" 42"x79" 1 7 5/16" 7 5/16" 7 5/16" 5 1/2" 7 5/16" 5 1/2" 7 5/16" 4" 5 1/2" 7 5/16" 4" ROTATION WITH 12 TREADS 360 360 360 270 360 270 360 180 270 360 180 p =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. TAll SPACING NOTE trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING ,. TO DETERMINE IF MULTIPLE PLY. ,r IN O • o O 4 DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp nor less I Spre er Bar ' • • 60 degrees / \ orless ..41111111111111 MQH904:i1h Tag line � 1/2 Span � TaTine �IUprox 2/3 in assesso g approx. 112 of Span. REFER TO BCSI REFER TO BCSI Tmss must be set this way if crane is used. Truss must be set this way If crane is used. Truss Is an example, your times may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses A are installed. A • AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS elp REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS GFA GFC THD28-2 16-10d 28-16d *Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" Hatch Legend M WALL HEIGHT 101 Do not stand) on trusses untilare braced per BCSI & properly nailed to straps and hangers !! A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 41' - 46' IN LENGTH!! 4 r— 3-15 ni -04-00 PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-0" END DETAIL: TYPICAL 31-04 00 24-05-00 GFC Profile 3-02-12 3-08-04 r HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT V A a) CORNDER JACKS ARE NOT BEVELED. SEE STANDARD ti w ENGINEERING. O z J rvOZ 24" O.G. THRU CORNER JACKS ONLY CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY N FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED the undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for letermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the Indersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. ifter 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery, Chambers Truss has is sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will e responsible for dump delivery only. The buyer is responsible for additional delivery expenses If Chambers Truss has f redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is mponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour Is for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. (voice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss :asonable attorneys fee for collections in event of payment not timely made. 1-112 % per month service charge will be tided for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees iyment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the idersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the cipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to (rein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For instruction Using Metal Plate Connected Wood Trusses ANSI/rP1MTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing arerequired and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set lumb and square Do not set bunks or stack of ywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC Oleander venue Fort Pierce, Florida 34982.6423 800-551-5932 Fort Pierce 772-465-2012 Fax 772.465.8711 Vero Beach 772-569-2012 Stuart 772.286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM ItiP.�J ; e' ^SIC Ft ei k- L-_ aAli 11/13/1g •� V V ' . , "a LOADINGOESIGN CRITERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH AS SEC 1604.6.1 County St. Lucie Co. Building Department St. Lucie Co. Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 40 Top Chord Dead 15 4.2 15 Bottom Chord Live '10-Non Conccurent 0 Bottom Chord Dead 10 3 5 Total Load 55 7.2 60 Duration Factor 1.25 0 Wind Speed 152mph Top Chord C.B. Sheathing by builder - Bottom Chord C.B. Sheathing by builder Highest Mean Height 15' Building Type Enclosed Building Category If: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L =Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75456 SCALE- 1/411 = 1'-011 76 total trusses, 21 unique designs Designer: RAC Reviewed by: _ Date:09/05/18 Revised:09/24/18 FOR GROUP ONE CONSTRUCTION DESCRIPTION: REVORD Page 1 of 1 CUSTOMER INITIALS EACH PAGE 75456 I Ad OD DI IJ ELEV- SIDE SCALE: 1/4"= V-0" - ELEV- SIDE SCALE: 1/4"= 1'-0" ELEV-REAR SCALE: 1/4"= 1'-0" ELEV- FRONT SCALE: 1/4"= T-0" ................................ ..........+._32'-4,314„ ................................... 12 TOP,OE FLOO..R. ................................. ..........10'_CLG/8 RG. SHEET INDEX A-1 elevs A-2 general notes A-3 foundation/power p... A-4 framing A-5 floor plan A-6 HVAC PROJECT DESCRIPTION NEW CONSTRUCTION OF A 1 STORY SF RESIDENCE ON A VACANT LOT. ZONING INFORMATION: parcel id: 3229-211-0002-000-4 AG-5 (unincorporated St. Lucie County) lot (approx.): 31 Vx842' flood zone: X UTILITY INFORMATION: gas: n/a sewage: septic potable water: well A Z4I I�dTD�twkI;M conditioned living area- 1st floor 1,233 sf conditioned living area 2nd floor 829 sf covered entry 303 sf added total building area 2,365 sf open patio 250 sf GENERAL SPECIFICATIONS: 1. SLAB ON GRADE: AS PER GENERAL NOTES 2. ROOF: SHINGLES OVER PEEL & STICK OR 30# FELT OVER 5/8" CDX PLYOVER WOOD FRAMING AS PER FRAMING PLAN 3. EXTERIOR BRG WALL- CMU: HARDIPLANK SIDING OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC & HORIZ JOINT REINFORCEMENT @ 16" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN NOTES. 3.1. EXTERIOR BRG WALL- FRAME: HARDIEPLANK SIDING OVER WRB OVER 1/2" PLY OVER 2x6 @ 16" OC. V/lZl3 Bcct'f . 4. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. GF- IlVNTC LINTELS TO BE (2) 2x12 VCOT I IN(1 DOUBLE IAGK8 FOR OPENINGS WIDER THAN A! GIRDERS. 6. CEILING: 1/2" OR 5/8" GWB OVER FRAMING 7. EXTERIOR SOFFIT: HARDI SOFFIT W/ VENTS AS PER ATTIC VENTILATION CALCS. 8. 9. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT 10. INSULATION: R30 BATTATALL CEILINGS. SISTER TO RAFTER A 1/2" WEB W/ 2x2 CONT NAILING FLANGE AS NEEDED FOR A2" AIR GAP BETWEEN BATTAND ROOF DECK. 11. PERMITS BY OTHERS: 12. FIREPLACE: PREFAB, PREENGINEERED, WOOD BURNING 13. NON BRG ROOF KNEE WALL: SIDING OVER WRB OVER 1/2" PLY OVER 2x4 @ 16" OC. SIMPSON TSP EA STUD TO T/B PLATE. T/B PLATE TO ROOF DECK W/ 6D IRS NAIL @ 12" OC & (2) 3.5" SCREWS EA RAFTER. 14. FLOOR- 2ND LEVEL: 5/8" OVER 3/4" T&G SUBFLOOR PLY OVER TRUSSES AS PER FRAMING PLAN SCAN�ED St. Lucie'County IgtDl� -o5LOq FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS #56—r,Sr 1 & Well,# Date: V51111 1 i E 00 U E r CL V •-j OV 00 in 4? a Q� � � + Or m CN E N 21 2 q 0 00 cl� LL V U LL C� U w a U m 0 LL ❑ a O J W ❑ z a ❑ w J ° w d w a w m U w K W ❑ Z Q r U W a z W U Z m Z p w WLL J ° Q U ^ w a ° a W H W VJ w ® O w w x m LE; U N Z ® ° > Lu W Z W w ° Z ❑ z a Z Z S a Z N w ❑ y J a 0 Z W O U W a elevs 8/10/18 SHEET A-1 r ,NGIS �, AR97108