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HomeMy WebLinkAboutTruss Wind Load CalculationI I I I _--_J L_—J L_—J L_—_--- —_J 5'-4" 10'-10" w 10'-10" o I N � io � i� io i� II x GBl G81 G81 mI I ao CO I I 5" NON -REINFORCED SLAB ON r GRADE WITH 3" DEEP SAWCUTS 0 I 7 5' O/C EW. NO PANEL SIZE I N EXCEED 25 SQ.FT, I I r-'l--r-'l--r -r I I I I I I I I 0' 0" AFF r I I i i i i i i i i T'uP +7.0' NAVD +8.47 NGVD r—I I I I I I I I I7 I 6 I I I I L — — J SPC 4'-4" 7'-0" 5'-0" 7'-7" n 1 GB2 04 I I m I I s-2 N I N #4 ® 12" O/C EW I to z 24 BOT. IN 6"STRUCT. is N SPC 1AB 0 ELEV. PIT 4'-4" k ¢� GB2 I I N ak m tD 7'-4" 7'-4" is 12'-4" I N I N � I m I Um' N Do I GB3 J �- CC_CL11-7 ED `d' Im� �I<iiEi i.r r�.ri �i ifir:v. O]I O j `D A -1'-0" AFF I °p I GB4 GB4 J 7"41 IIYJ IMLL - �VRUANUL "JIR MG IIYV-UAUG rRUUUI.I APPROVAL ACCEPTANCE No. 91-0408.2 FOR AWNING, BRICK MOLD 91-6014.2 FOR HORIZONTAL SLIDING, 90-0423.2 FOR DOOR STOP EXTERIOR DOOR SINGLE HUNG AND 92-0419.3 FOR FIXED COLONIAL TYPE. STUCCO ON FASTENERS SHALL BE RUST RESISTANT. SECURE DOOR JAMB TO WOOD CONC BLOCK CAULKING BUCK WITH MIN OF 2-8d f1ALL FINISH NAILS SPACED MAX 6" O/C AND ON BOTH SIDES OF HINGES AND STRIKE PLATE AS PER PRODUCT APPROVAL WINDOW OW UNIT W T P CON CONT. 2"x P.T. WOOD BUCK W/ THRU BUCK AS PER PRODUCT APPROVAL 1/4'— x2 1/2" TAPCONS W/ MIN. EMBEDMEIk T " OF 1 1/2" INTO CONC. COL. OR FILLED BLK. CONT. CONT. 2"x WOOD BUCK w P.T..T. WOODBUCK MIN. 6'-6" WIDE & LARGER, SPACING 0 11 0/C. 1/2" W/ EMBEDME 6'-6" WIDE &SMALLER, SPACING 0 12" 0/ 1"x2" P.T. FURRING OF 1 1 2 INTO CONC. COL. OR FILLED BILK. WIDE W/1/2" DRYWALL 6'-6" & LARGER, SPACING 0 18" 0/C. 6'-6" WIDE & SMALLER. SPACING 0 12" O/C SHALDOOR JAMB DETAIL RUSTENERS RESSTENT. BE WINDOW BUCK DETAIL SCALE: 3/4"=1'-0" SCALE: 3/4"=V-0" CAULKING MINIMUM 8"X12" CONC COL W/ —#5 VERT & #2 TIES 0 12" 0 1"x4" TRIM CONT, W/CONT STUCCO ON SLIDING GLASS DOOR CAULKING BEAD CONC BLOCK UNIT TAP CON THRU BUCK AS PER PRODUCT APPROVAL GARAGE DOOR W/TRACK IN ACCORDANCE WITH METRO- DADE PRODUCT APPROVAL ACCEPTANCE No. 92-1102.7. NOTE: FASTENERS SHALL BE RUST IN ACCORDANCE WITH METRO- RESISTENT. STUCCO ON DADE T APPROVAL ACCEPTANCE CNO. 90-0316.3. CONT. 2"x P.T. WOOD BUCK W/ "x2" P.T. FURRING 1/4"- x2 1/2" TAPCONS W/ MIN. EMBEDMEN CONC BLOCK & POURED CONC. COL. 2"x6" P.T. WOOD BUCK ANCHORED V/1/2" DRYWALL OF 1 1/2" INTO CONC. COL. OR FILLED BILK. TO CONC. POURED COLUMN W/ 6'-6" WIDE & LARGER, SPACING 0 18" O/C. 1/4"-x3" TAPCONS 0 12" O/C MAX. 6'-6" WIDE & SMALLER, SPACING 0 12" O/C STAGGERED, 4" MAX. FROM EA. END W/ SLIDING GLASS 1"_ WASHERS & 1 1/2" MIN. EMBEDMENT, TYP. DOOR BUCK DETAIL GARAGE DOOR JAMB DETAIL SCALE: 3/4"=V-0" SCALE: 3/4"=V-0" NOTE: FRAMEWORK TO BE FASTENED HORIZONTALLY AND VERTICALLY TO CONCRETE BEAMS AND COLUMNS OR CONCRETE FILLED MASONRY. WINDOW/DOOR & GARAGE DOOR BUCK DETAIL SEC"ONOFL00,W,&Z4 I I V67PM/V MINIMUM FINISHED FLOOR ELEVATION SHALL BE 18" ABOVE CROWN OF ROAD OR HIGHER AS MAY BE NECESSARY IN ORDER TO MEET FLOOD ZONE AND OR HEALTH DEBT REQUIREMENTS. ILL HEIGHT CONSTRUCTION JOINT f MID DISTANCE BTWN CONC COL i AT EACH END AND CENTER (T) TH//T0FL00,WFIMMIAo46RLA/V SCALE: 3/16"=l'-O" THESE PLANS AVID ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT Id AY EiE NECESSARY NV ORDER TO { C;J:.tFLY WITH ALL APt�Lt(.A{3LE CODES. 4 T t� 1800 LEIS./EE — O vi m J 0, 1800 LBS.o^ 4> - 1?00FF/?Aiff19 a)YAN SCALE: 3/16"=l'-O" NOTE: ALL 3RD FLOOR CMU WALLS - #5 @ 32" O/C � (3 WA 2"xH" WOOD 400 LBS./ A> � # 12" O/C (3 WAI I S) I I I I I I I I11 I I II I I I �-- — II I I II ------- L------ --------Iljl Ilj ---- _--____ II OPEN TO Ili -------- -------- BELOW u III III I Ili _ � I I I I tt p DM. I I I I I � I � I I � I I I IF WIA00lf WALE, NOTE: ONLY ONE 4TH FLOOR CMU WALL - #5 © 32" 0/( AGSTEN ENGINEERING INC. 7601 N. Federal Hwy. Suite 205-B Boca Raton, FL 33487 (561) 997-4091 (561) 997-5863 fax PF 43205 ED 8340 1�1�, i 2007 i �i li ■i w � � U z O LIJ CIO o n-.1 < V / I I I LL] L1 �(J� 0 0—)y J R� �J 3, z0U M r M r•l O O a Ua EL WEL X N o O �..I O 0 U H W J If w` Date 3-29-07 it — W By UK s • If PAGE Co I CV co CV tV Li CL v Z m r_ CV ,coo L / N-1 _l U_ U v aD m v w 0 O co I N 0 co m M Li U C7 N m 0 m Qi V) m C v_ C LO Ln Ln Ir- 13 #3 TIES 0 12" 0/ 5-#6 CONT. BARS y PL� N GRADE BEAM (REFER TO PILE LAYOUT) ,EXTEND REINFORCMENTS 18"INTO GRADE BEAM M TYPICAL 16" DIAM. AUGER -CAST CONCRETE PILE N TS 8#5 SHORT WAY /4#5 LONG WAY 2'-6- 4##5 EACH WAY �70P & BOT. rn rn [------------- �----� I I I I rn - co I i0 I I PON I M N [--------- --1 L- -J 1'-3" S-6" 1'-3" 1'-3" 1'-3" DOUBLE PILE CAP SINGLE PILE CAP (DPC) (SPC) PILE CAP DETAILS NOTE: USE 8"x8%\" > W (4) STUDS 10- [ DIAM. X 6" WELDED FOR 6%6%j" L CONNECTION. OF' NELSON STUDS. C603 CHANNEL (SEE 10/S-2) LOCALLY DROP L 3%3%.{" TIE BEAM 12" BY 24" LG. TIE BEAM ELEV. = x 12" LONG UA A �' p io BEAM r STEEL BEAM WEB CL Uj Lu •r 16%12"x.[" EMBEDDED STEEL PLATE 04 * w/ 10--3/4'- x6"LONG HEADED STUDS. 1/2" GAP (MAX) •. SECTION A -A FOR ALL STEEL BEAM TO CONCRETE MEMBER CONN'S- OSTEEL BEAM/CONC. CONNECTION SCALE: N.T.S. CONC. BEAM #4 0 6" O/C TOP W/ FULL DEPTH HOOK 1\" MIN. TO 1["� MAX. COVER #4 0 12" 0/C TEMP. a� HOOK TIES TO BACK OF BEAM STL. OSECTION SCALE: N.T.S. 8" SHAFT WALL BEYOND SHAFT WALL GB2 BEYOND 5" NON-REINF. SLAB d N GB2 #4 0 12" O/C BO T. - #4 0 12" O/C TEMP. 6" REINF. SLAB 0 COLUMN SCHEDULE MARK SIZE REINF. TIES REMARKS SC1 8"xB" CONC. COL. 2 #6 VERT. #3 HAIRPINS 0 8" 0/ SC2 12"x12" CONC. COL. 4 #6 VERT. #3 TIES 0 10" O/C SC3 I 8"x16" CONC. COL. 4 #6 VERT. #3 TIES 0 8" O/C SC4 12"x26" CONC. COL. 10 #6 VERT. #3 TIES 0 10" O/C SC5 8%12" CONC. COL. 4 #5 VERT. #3 TIES 0 8" O/C PILE NOTES AUGERCAST CONCRETE PILES PILES SHALL BE POURED TO PROPER ELEVATIONS ALLOWING A MINIMUM OF 12" OF PILE STEEL TO PROJECT INTO CAPS AND GRADE BEAM. ALL PILE WORK SHALL BE DONE ACCORDANCE WITH "RECOMMENDATIONS FOR DESIGN, MANUFACTURE, AND INSTALLATION OF CONCRETE PILES" NO. 70-50 IN ACI 543R-74(80). PILES SHALL HAVE THE SPECIFIED CARRYING CAPACITY. AUGERCAST CONCRETE PILES SHALL BE MADE WITH A CONCRETE MIX DESIGNED BY A RECOGNIZED TESTING LABORATORY TO ATTAIN A STRENGTH OF 5000 PSI IN 28 DAYS. WITH A MINIMUM 6" SLUMP. BALCONY AND EXTERIOR STAIR CONCRETE NOTES 1. CONCRETE STRENGTH IS 4000 PSI AT 28 DAYS. 2. SLAB THICKNESS: SEE PLANS, 6" IF NOT NOTED OTHERWISE 3. CONCRETE COVER ON INTERIOR STEEL: TOP: 3/4" BOTTOM: 1 1 /2" 4. CONCRETE COVER ON EXTERIOR STEEL: TOP: 1 1/2" IN. TO 1 3/4- MAX. BOTTOM: 1 1 2 5. TEMPERATURE STEEL IS #4 AT 8" O.C. U.N.O. RUNNING PERPINDICULAR TO THE MAIN STEEL. 6. ADD BORAL "BCN" TO CONCRETE PER MANUFACTURERS RECOMMENDATION TO INHIBIT CORROSION. MASONRY WALL NOTES h�,yyq LL SEGMENTS SHALL BE gEINFORCED WITH 9 GA. GALVANIZED 4AL REINFORCEMENT 0 16 O/C HORIZONTAL. EXTEND REINFORCING 8" INTO POURED ELEMENTS AND AROUND ENCASED 2. PLACE CELLS ADJACENT TO ANY EXTERIOR WALL OPENING. W/ REINFORCING AS CALLED FOR. GROUT CELL FULL HEIGHT. 3. PLACE CELLS AT ALL CORNERS. 4. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI GROUT MIX. WIND LOADS "A" -70 / +52 "H" -56 / +52 "C" -65 / +50 'b" -54 / +50 "E" -59 / +47 "F" -51 / +47 "G" -54/ +45 "H" -49 / +45 A. 2) 2x8 LEDGER B. III - W.A. @ 16" O/C W/ 4" EMBED INTO TB C. j2) 2x4 LEDGER - FIRST 2x4 TO MAS. W/ „I" - x3\" TAPCON l2 0 C SECOND x )W� 8d NAILS @ 6 0/C D. (SI)MPSO A35 CLIP W 3 d NAILS EACH FACE F. 81d NAILS @ LEDGE ON "THRU\DECKINGONTSO ©x8" 0/LER 0 TB SECTION PERPENDICULAR �3 LEDGER DETAIL SCALE: N.T.S. SECTION PARALLEL OLEDGER DETAIL SCALE: N.T.S. TYPICAL CONC. BLK. WALL TYPICAL ROOF CONSTRUCTION P.T. LEDGER - SEE PLAN- W/ 3/4" THREADED RODS (OR "J" BOLTS") 0 16" O.C. MAX W/ 2" WASHERS EMBEDED 5" MIN. INTO GROUT FILLED MAS. 18" DEEP FLOOR TRUSSES (SEE PLANS) PROVIDE SIMPSON 14 GA STRAPS W/ (6) 8d NAILS. (SEE ROOF FRAMING FOR NAILING SPECS) P.T. LEDGER- SEE PLAN ' SIMPSON U210 HANGER W/(8) 16d NAILS TO LEDGER +t+ NOTE: PROVIDE TRUSS HANGER AS REQ'D 7OELEV. PIT DETAIL O LEDGER/NAILER DETAIL FOR SCALE: N.T.S. JACKS TO MAS. WALL SCALE: N.T.S. TB GRADEBEAM SCHQ EDULE MARK 112'IN ,II� es WID. x H ELEVATI TOP OF G8 REINFORCING T-1 REMARKS TOP MID BTMTYPE GB-1 18x24 -6'-9" BFF 3 - 3 0 8" T.O. GB-2 1806 -6'-9" BFF 3 2 3 0 12" T.O. GB-3 18x24 -6'-9" BFF 3 - 3 0 8" T.O. GB-4 1 18x20 -6-9" BFF 3 - 3 0 6" T.O. VERIFY FINAL ELEV. W1 DRIVEWAY FINISH GB-5 18x24 -6'-9" BFF 3 - 3 0 B" T.O. �j INDICATES 16" DIAMETER AUGERCAST PILE W/ OI A CAGE OF (5) #6 VERT. W/#3 TIES 0 12" O/C FULL DEPTH OF PILE. EST, LENGTH IS 30 FT. PILE CAPACITY SHALL BE 35 TONS B BOTTOM N Z o T TOP N H E,C (SEE BENDING DIAGRAM) m M MID -DEPTH C CENTERLINE 5/12B (O.L.) I.F. INSIDE FACE O.F. OUTSIDE FACE I.L. INSIDE LAYER O.L. OUTSIDE LAYER H HORIZONTAL Z V VERTICAL E.W. EACH WAY Z.= P. TEMPERATURE U ? w (PLACED TRANVERSE TO N z m MAJOR REINFORCING) REINF'G. MARK LEGEND FRAMING NOTES THE TRUSS LAYOUT SHOWN ON THIS SHEET IS SCHEMATIC IN NATURE.HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN MALL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE PRIME PROFESSIONAL OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED ENGINEERED TRUSS DESIGN MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS DESIGN AND BRACING OF ROOF SYSTEM IS DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURE. TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THE DESIGN. PROVIDE 2x4 BLOCKING OF ROOF SHEATHING ViERF INDICATED ON S AN S3. NAIL WITH 8d GALV. RING-SHANKED NAILS 0 4 O/' 0 JOINTS AND 6 O/C IN FIELD. NAIL PER AMERICAN PLYWOOD ASSOCIATION SPECIFICATIONS THROUGH 5/8' CDX PLYWOOD. ALL SHEATHING 5/8" COX PLYWOOD. ALL SHEATHING NAILING 8d RING-SHANKED NAILS 0 4" O/C JOINTS AND 6" O/C FIELD. .3IRDER TRUSS 'SEE FRAMING PLAN) (3) 5/8" WEDGE AN,CH. (EMBEDMENT 5" MIN. I SOLID CONC. FILLED HANGER 0 m� 1/4" STL. SIDE PLATES FOR ALT. THROUGH BOLT DIA. SEE SCHED. SHEET S-6� F OBUCKET DETAIL SCALE: N.T.S. (Dq SECTION OVER GARAGE SCALE: N.T.S. IS) GENERAL NOTES: I. CONSTRUCTION SHALL FOLLOW "FLORIDA BUILDING CODE 2001" AS ADOPTED BY MARTIN COUNTY AND ALL APPLICABLE AMENDMENTS. 2. BUILDER SHALL CO-ORDINATE ALL THE WORK OF ALL TRADES. 3. BUILDER SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOBSITE PRIOR TO STARTING ANY WORK AND NOTIFY ENGINEER IN WRITING IMMEDIATELY OR THE BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR ANY ERRORS OR OMISSIONS. DO NOT SCALE DRAWINGS. 4. SUBMIT MINIMUM THREE (3) COPIES OF SHOP DRAWINGS AS REQUIRED. ALOW ONE WEEK FROM DATE OF RECEIPT FOR REVIEW. 5. BUILDER IS RESPONSIBLE FOR ADEQUATE BRACING OF STRUCTURAL OR NON-STRUCTURAL MEMBERS DURING CONSTRUCTION. 6. REINFORCING STEEL SHALL BE LAPPED 48 BAR DIA. MIN. WHERE SPLICED AND SHALL BE WIRED TOGETHER. PROVIDE GB CORNER BARS SAME SIZE AS HORIZ. BEAM REINFORCING AT OUTSIDE FACE. LAP 48 BAR DIA. MIN. 7. STRUCTURAL WOOD AND TIMBER FRAMING SHALL CONFORM TO THE "TIMBER CONSTRUCTION MANUAL" AS PUBLISHED BY THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION. LUMBER SHALL BE SYP NO.2 OR BETTER. H. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" LATEST EDITION. MATERIALS SHALL CONFORM TO THE APPLICABLE ASTM SPECIFICATION AS FOLLOWS: SHAPES, PLATES, ANCHOR BOLTS - A 36 MACHINE BOLTS - A 325 TUBULAR - A500- GRADE B (46 KSI) 9. WELDED CONSTRUCTION SHALL CONFORM TO THE AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE". ELECTRODES FOR FIELD AND SHOP WELDS SHALL BE A.W.S. A5.1 E70XX. W. TRUSS MANUFACTURER SHALL SUBMIT FOUR (4) COPIES OF SHOP DRAWINGS AND ENGINEERING CALCULATIONS, SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER, OF THEIR ROOF TRUSS DESIGN FOR APPROVAL FOR REVIEW PRIOR TO FABRICATION. 11. ENGINEER ACCEPTS NO RESPONSIBILITY FOR GRADE BEAMS, SLABS, FOOTINGS, AND OTHER STRUCTURAL ELEMENTS UNTIL REVIEW OF APPROVED TRUSS, CONCRETE FLOOR, AND OTHER SHOP DRAWINGS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER, 12. CONCRETE SHALL CONFORM TO ASTM C94-97AND SHALL HAVE 4000 PSI COMPRESSIVE STRENGTH IN 28 DAYS. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-99 AND ACI 301-99. ALL CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530-99f'm = 1800 psi 13. MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE: SLABS ON VAPOR BARRIER - 3/4" BEAMS AND COLUMNS - 1 1/2" FORMED CONCRETE BELOW GRADE - 2" UNFORMED CONCRETE BELOW GRADE - 3" 14. REINFORCING STEEL: GRADE 60 (FY=60.000) ASTM A615. 15. PLACING DRAWINGS ON BAR LISTS SHALL CONFORM TO ACI'S "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE CONSTRUCTION" AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITUTE UNLESS NOTED OTHERWISE. 16. DETAIL OF CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH "THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION" AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITUTE UNLESS NOTED OTHERWISE. 17. ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT ALL LOADS DURING CONSTRUCTION. 18 . CONCRETE FOR 6" REINFORCED BALCONY SLABS SHALL HAVE "Boral BCN" OR EQUIVALENT CORROSION INHIBITOR ADDITIVE PER MANUFACTURER'S RECOMMENDATIONS. 19 . ALL CONCRETE SHALL HAVE SUPERPLASTICIZER ADDED FOR INCREASED WORKABILITY AND PREVENTION OF REINFORCING STEEL CORROSION 20. NOTE TO STEEL DETAILER/FABRICATOR: HOOP SIZE ON GRADE BEAMS SHALL BE CALCULATED AS FOLLOWS: 1\" RECESS PLUS 1\" COVER AT TOP= 3". PLUS 3" COVER AT BOTTOM (STEEL WILL REST ON PILE) = 6". 24"GB- 6" = 18" CAGE. ALL CAGES NOT SIZED ACCORDINGLY BY +/- 1" WILL BE REJECTED. CONTACT THIS OFFICE TO DISCUSS. DUE TO SALT PENETRATION. SEAM SCHEDULE NOTES 1, SCHEDULED HOOPS AND STIRRUPS SHALL BE PLACED AT EACH END (E.E.) OF BEAM OR THROUGHOUT (T.O.) BEAM AS INDICATED ON BEAM SCHEDULE. STIRRUPS SHALL BE TYPE S-3 AND HOOPS SHALL BE TYPE T-1 TYPICAL CRSI BAR BENDS UNLESS OTHERWISE NOTED. 2. ALL BEAM (MARK "B") TOP BARS SHALL BE CONTINUOUS UNLESS OTHERWISE NOTED 3, ALL TIE BEAMS (MARK "TB") REINFORCING SHALL BE CONTINUOUS THROUGH TIE -BEAMS ONLY. 4, DROP BOTTOM OF 11E BEAMS AS REQUIRED AT WINDOW &DOOR HEADS (28" MAX.) ADD 2-#5 BOTTOM IF DROP EXCEEDS 8". 5, TIE BEAM SCHEDULE DEPTHS ARE MINIMUM AND MAY BE INCREASED 8" TO FIT BLOCK WORK. 6, ALL ADDED LONGITUDINAL BEAM REINFORCING SHALL EXTEND 6" MINIMUM INTO SUPPORT UNLESS OTHERWISE NOTED, 7, REFER TO GENERAL NOTES FOR INFORMATION ON CONCRETE AND STEEL SPECIFICATIONS. B. CONCRETE FOR COLUMNS AND BEAMS SHALL HAVE 4000 PSI COMPRESSIVE STRENGTH AT AT 28 DAYS, 9. ALL TIE BEAMS SHALL HAVE (4) #3 TIES EACH WAY 0 12' E.E 0 CORNERS. ADDITIONALLY, AT EACH CORNER ADD (2) 60" CORNER BARS (30 " EW) 0 OUTSIDE FACE. 1/4" STL. PL. 12" -6" AFF 10'-0" AFF MARK TIE BEAM SCHEDULE MARK SIZE (W x H ELEV. REINFORCING #3 STIRRUPS REMARKS TOP I MID BOTT TB1 8"x12" +34'-0" 2 #5 - 2 #5 NONE REQ'D. TYP. TIE BEAM T82 8"x12" +24'-0" 2 #5 2 #5 NONE REQ'D. TYP. TIE BEAM T133 8%12" +11'-6" 2 #5 - 2 #5 NONE REQ'D. TYP. TIE BEAM TB4 8"02" +21'-6" 2 #5 - 2 #5 NONE REQ'D. TYP. TIE BEAM B1 8"x22" +34'-0" 2 #5 - 2 #6 ST. 0 9" TO B2 8%22" +34'-0" 2 #5 - 2 #5 NONE REQ'D. B3 NOT USED 84 12%42 +36'-0" 3 #5 4 5 3 #6 HOOPS 0 12" TO NOTE A,B B5 8%42" +24'-0" 2 #6 1 4 #5 2 #6 ST. 0 9" TO NOTE A B6 12"xl6' +23'-4" 2 #6 - 2 #6 ST. 0 6" TO B7 B%28" +24'-0" 2 #7 2 15 2 #6 ST. 0 6" TO NOTE C B8 8%44" +24'-O" 2 #7 4 5 2 #6 ST. 0 8" TO NOTE A B9 8"x30" 1 +24'-0" 2 #5 2 5 2 6 ST. 0 12" TO B10 12%36 +11'-6" 3 #5 4 #5 3 17 HOOPS 0 10" TO NOTE A,B 1311 12"x14' +10'-10" 3 #6 2 #5 3 #6 HOOPS 0 5" TO NOTE B B12 12"x14 +10'-10" 3 #5 - 3 #7 ST. 0 5" TO B13 8"x42" 1 +11'-6" 2 #6 4 #5 2 #7 ST. ® 8" TO NOTE A B14 12%22 +10'-10" 3 #5 - 3 #6 ST. 0 9" TO B15 8%12" +28'-0" 2 #5 - 2 #5 ST. 0 4" TO B16 12"x28 +10'-10" 3 #5 2 #5 3 #7 HOOPS 0 10" TO NOTE A,B E317 8"x42" +11'-6" 2 #5 4 #5 2 #6 ST. 0 6" TO NOTE A B18 12%12' +10'-10" 3 #5 - 3 #8 ST. 0 4" TO B19 8"x16" +11'-6" 2 #5 - 2 #6 ST. 0 6" TO 820 B"x16" +24'-0" 2 #5 - 2 #6 ST. 0 6" TO B21 8"x38" +23'-6" 2 #7 4 #5 2 5 2 6 ST. ®8" TO NOTE A B22 8%24" +11'-6" 2 5 2 #7 1 #5 ST. 0 10" TO ST. 0 9" TO PRESTRESSED LINTEL L1 13%8" NOTES: A -MID BARS 0 1/3 POINTS B-HOOPS ARE TYPE T-1 CLOSED HOOPS C-CONT. TOP BARS 48" INTO BEAM B-8 V 1 S'FN 2 9PEYA 9 1/4 1/4 1/4 1/4 1/2 SI S1 S2 S2 S2 7 BAR maw B"MN.T I M a L7Y{ END w _ I EW BMR HOOPS DR S7NiyP m WM OR STIRRUPS SPACED flw SPAM FROII SUPPOIIP! FACE SUPPORT FAX AS SM DUM AS BENDING DIAGRAM (FW = N MIX OOMWN WM) ALL STRAPS ARE TRIPLE GALVANIZED (SIMPSON ANCHORS) TRUSS ANCHOR SCHEDULE (SIMPSON Z-MAX COATING OR EQUIV.) CONNECTION I NO. OF 10d IE BM. LAT. CAP. (TO TRUSS) MBED UPLIFT MARK TYPE IDENTIFICATION ONN'S. NAILS DEPTH PERPIN. DARALLEL (133%) REMARKS OA TO WOOD SIMP. HTS20 & SIMP. A35 CLIP 1 1 6 6 - 75 Ibs. 685 Ibs. 125 Ibs. 450 Ibs. 870 Ibs. -O- Ibs. WRAP OVER TOP CHORD a C 8d NAILS, 6 PER FACE 1 7 4" 415 Ibs. 850 Ibs. TO CONC. SIMP. HETAL20 1100 Ibs. W NAILS OVER CHORD ° TO WOOD SIMP. HTS20 & 1 8 - 75 Ibs. 125 Ibs. 1160 Ibs. WRAP OVER TOP CHORD C OSIMP. A35 CLIP 1 6 685 Ibs. 450 Ibs. -0- Ibs. 8d NAILS, 6 PER FACE 1 8 4" 415 Ibs. 965 Ibs. TO CONC. SIMPSON HETAL20 1100 Ibs. W NAILS OVER CHORD OSIMP. TO WOOD SIMP. HTS20 & A35 CLIO 1 1 9 6 - - 75 Ibs. 685 Ibs. 125 Ibs. 450 Ibs. 1305 Ibs. -O- Ibs. WRAP OVER TOP CHORD 8d NAILS, 6 PER FACE a 1 10 4" 415 Ibs. 1200 Ibs. TO CONC. SIMPSON HETAL20 1100 Ibs. W/ NAILS OVER CHORD Op TO WOOD SIMP. HTS20 & SIMP. A35 CLIP 1 1 10 6 - - 75 Ibs. 685 Ibs. 125 Ibs. 450 Ibs. 1450 Ibs. -0- Ibs. WRAP OVER TOP CHORD 8d NAILS, 6 PER FACE 12 4" TO CONC. SIMPSON HETAL20 1 415 Ibs. 1100 Ibs. 1450 Ibs. W1 NAILS OVER CHORD TO WOOD SIMP. HTS20 & 2 8 - 75 Ibs. 125 Ibs. 2320 Ibs. WRAP OVER TOP CHORD C OSIMP. A35 CLIP 1 6 - 685 Ibs. 450 Ibs. -0- Ibs. 8d NAILS, 6 PER FACE 415 Ibs. 1200 Ibs. TO CONC. SIMPSON HETAL20 1 10 4" 1100 Ibs. W/ NAIL(S) OVER CHORD b & SIMP. MTSAM36 1 9 4" -0- Ibs. -0- Ibs. 1465 Ibs. W/ NAIL(S) OVER CHORD TO WOOD SIMP. HTS20 & 2 10 - 75 Ibs. 125 Ibs. 2900 Ibs. WRAP OVER TOP CHORD C A35 CLIP 1 6 - 685 Ibs. 450 Ibs. -0- Ibs. 8d NAILS, 6 PER FACE 12 OSIMP. TO CONC. SIMPSON HETAL20 1 4" 415 Ibs. 1100 Ibs. 1450 Ibs. W/ NAIL(S) OVER CHORD b & SIMP. MTSAM36 1 9 4" -O- Ibs. -0- Ibs. 1465 Ibs. W/ NAIL(S) OVER CHORD CONNECTION N0. OF THREAD D/RODSSANCH. W/ ANCHOR REMARKS MARK TYPE IDENTIFICATION ONN'S. SIMPSON EPDXY -TIE SPACING OGT TO SIMPSON ONC. BM. HGT 2 1 10980 Ibs. SEE SPECS. FOR 2 MEMBER GT OGT TO SIMPSON ONC. BM. HGT 3 1 1 D530 Ibs. SEE SPECS. FOR 3 MEMBER GT OGT TO SIMPSON ONC. BM. HGT 4 1 9250 Ibs. SEE SPECS. FOR 4 MEMBER GT OGT TO SIMPSON ONC. BM. HD6A 1 5510 Ibs. SEE SPECS. FOR 2 MEMBER GT OGT TO SIMPSON ONC. BM. HD14A 1 13380 Ibs. SEE SPECS. FOR 4 MEMBER GT 0 ALL UPLIFTS UNDER 815 Ibs U.N.O- USE ANCHOR "A" AS TYPICAL b ONE MTSAM36 IN ADDITION TO ONE HETAL 20. FASTEN MTSAM36 TO TB W/ (4) 3/16" DIAM. TAPCONS AND NAIL TO TRUSS PER SCHEDULE. FASTEN TO TB ON INTERIOR SIDE FOR NAILING TO VIRGIN WOOD. C NAILS FOR HTS STRAPS ARE FOR EACH END OF STRAP. L7ETA/L r SEL"T/4NSA)VA9MOTES SCALE: 1 /4"=1'-O" DESIGN DATA: WIND SPEED: 140 MPH (3 SEC. GUST) WIND IMPORTANCE FACTOR: 1.0, BLDG. CAT.: II WIND EXPOSURE: C INTERNAL PRESSURE COEFF: +/- 0.18 COMPONENTS AND CLADDING: SEE PLANS AGSTEN ENGINEERING INC:. 7601 N_ Federal IIwy. Suite 205-B Boca Raton, FL 33487 (561) 997-4091 l5611 997-5863 fax P1143205 EB 8340 W U �- Uz zoo W c� z V ! W W `� ' cl:� < 3: z Un 1 O 0-) V J -1 -j = �0In Z a r rj M O 0 U L d �j W LL LL ® r If) O O r �LL LL O W J J a w ■ i or m p rr Date 3-29-07 ® By UK i d 0 (D O C*I C.0 Cn LL V v N m L- m v 00 Qf c v C LO LO w PAGE 2x4 BLOCKING AT ALL ROOF SHEATHING JOINTS FOR 8' AROUND SIDES AND FRONT/CHIMNEY. NAIL SHEATHING TO BLOCKING W/ 8d RING SHANKED NAILS 0 6" O/C IN FIELD & 4" O/C 0 JOINTS. 21xj BRACES (3) 1 d JEACH EN 2x4 RAT RUNS 0 8' O/C W/ (3) 16d —AT TRUSS CHORDS. RAT RUNS TO GO BACK FOR 7 TRUSSES. BUILDER NOTE: CROSS BRACING SHALL BE BUILT AT AS CLOSE AS POSSIBLE TO A 45 DEGREE SLOPE (12/12 PITCH) IN TRUSS WEB OF 4'-0" OR GREATER 1 GABLE END DETAIL SCALE:NTS (2) 2x4 LEDGER (SEE DTL. 3/S-2) POUR FIRST COURSE OF MASONRY WITH CONCRETE INTO 4" WIDE X 2" DEEP KEYWAY +11'-6" B22 .m; 1: ! I +W-6" BFF #5 ® 32" O/C IN FULLY GROUTED CELL DO NOT TIE TO GB OR STRUC. BEAM ABOVE 2x6 MIN. GALLON FRAMING a 5/8" CDX PLYWOOD I1 i(Y—O' FF —0'-bw BFF 16d 4" O.C..C. 0 ®SHEATHING. —6r-9w OFF low DWALL NS sCTION 16"- AUGERCAST PILE 2x4 LEDGER (SEE DTL 4/S-2) 1 1 .—se* -6" TES w SLOPE .•• �..' J �. ..� i. B-13 8" CMU WALL TYPICAL BALCONY SECTION 3 SCALE: N.T.S. O O 3• o O 4. 0 0 g• 6" O O 4" 3" VERIFY WIDTH VERIFY WIDTH w/TRUSS ENG, w/TRUSS ENO. NOTE: — ALL THRU BOLTS T@ BE ASTM A325. — ALL STEEL PLATES TO BE ASTM A36. — ALL SPEC'ED MATERIALS TO BE EQUAL OR BETTER. — 1/4" FILLET WELD FOR ALL ANGLE CONNECTIONS — ALL BOLT HOLES TO BE 7/8" - FOR 3/4" - BOLTS. — 1/4" SIDE PLATE & 1/2" BASE PLATE C5) GT TCI STL. COL. SCALE: N.T.S. -6" SLAB DECKING olOv 10 AFF GARAGE DO R RECESS SEE ARCH.S) s 1'-2" BFF Y 8" WIDE THICKENED EDGE #4 HOOK BARS ------ W/ 18" LEGS ® 16" O.C. POUR FIRST COURSE OF MASONRY WITH CONCRETE INTO 4" WIDE x 2" DEEP KEYWAY SIMPSON A35 8d NAILS EAC 5/8" CD—X W/ 10d NAIL o/c ® JOINI 0 INTERMEDI _,_SLOPE zt— #5 ® 32" O/C IN FULLY GROUTED CELL DO NOT TIE TO GB OR STRUC. BEAM ABOVE -6'-0* BFF - 16"- AUGERCAST PILE W/ ALL SPLICED OR CONT. PILE THRU GB 4 TYPICAL SECTION AT GRADE BEAMS 1 S_QA�.T.S. 6 SECTION AT FRAME WALL / GT SCALE: N.T.S. THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. .SECTi'DN. f SCALE: 3/16"=1'-O" FOR i AP W/ STUD .35 CLIP W/ 6 _ACH FACE ® 4" o/c STAGGERED E TO TOP CHORD PTH STRAP W/ kILS TO 2 x 6 STUD ;PTH STRAP OVER .ATE & NAILED TO (6) 10d NAILS \PS UNDER TOP CHORD 4RY ES CHORD TRUSS BEARING AGSTEN ENGINEERING INC. 7601 N. Federal Hwy. Suite 205-B Boca Rater, FL 33487 (561) 9974091 (561) 997-5963 fax PP 43205 B11 8340 L1J U �-�- Uz zoo W U-) ry U W L_.J— �z 0 CL (J') ��z = 0 U In _j _ M M r ImIm r r—j U O R s S' � r O o d LL lL 0 W J Q r m w Iv Date 3-29-07 By UK MOM" 0 r PAGE THIS IS A PLACEMENT PLAN FOR ENGINEERED COMPONENTS AS DEFINED BY WTCA 1-1995. DIAPHRAOOS HAVE NOT BEEN ANALYZED BY EAST COST LUMBER. FOR ERECTION AND INSTALLATION OF TRUSSES FOLLOW INSTRUCTIONS ON THE BCSI-BI SUMMARY SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS *BUILDER'S WARNING* BRACING I.) FOR ERECTION BRACING FOLLOW INSTRUCTIONS ON THE BCSI-BI SUMMARY SHEETS. 2.) PERMANENT BRACING FOR THE STRUCTURE IS THE RESPONSIBILITY OF OTHERS. 3.) INSTALL WEB BRACING AS STATED ON SEALED ENGINEERED TRUSS DRAWINGS. 2nd.. LEVEL 20" DEEP FL0005 0 - �---r-------.---� —, j FL29 I � II ; a . II 1 p I II �� a „ FL29 / DBL. 2X LEDGER TOP AT 23'-9" II FL29 j DBL 2X LEDGER o GYPCRETE TOP AT 23'-9" N by OTHERS OFT. FL28 1 Ln FL28 FL28 N I I r, 0 ` I IZ­xy II %r FL28 j DBL 2X LEDGER CONNECTION ODD SPACE TOP AT 23'-9" iy i by OTHERS FG17 7'_7~ DROPPED CLG. ODD SPACE AS NEEDED %. LU FL27 _ 0')'> O � � PROVIDE BEARING (D 2X LEDGER FLANGE AT 22'-4" LLDBL. TOP AT 23'-9" -n- ODD SPACE i FGI8 ,. Z % _ _ LAUNDRY CUTE ODD SPACE DBL. 2X 1 EDGER FL26 TOP AT 23'-9" j to W o w �z Z z o ODD SPACE IQ'-8" ii , / F- o 5 _0 vEl 25 a FL30 Q I .o I' O 4'-4" 3'-3" oD0 SPACE DBL. 2X LEDGE II I I I II co 3 ,/ TOP AT 23'-9 FI 95--- O FG21 -- V ELEVATOR I I I / LU SPACONNECTION CONNECTION Zo'I �'1 PROVIDE BEARING CN FL31 by OTHERS U FLANGE AT 22'-4" (D n I I SPACE I I � AL H I I ODD v1 - �% M ODD SPACE I IL FG23 - - 3 CONNECT ION _ / / / / / /� Lam.. , , , , / , �� NON-BRG. II WALL ODD SPACE I I %' O by OTHERS FL24 - CEILING HGT. A/, AitJ n TOP AT 10'-10" FL24CHASE NON-BRG. WALL ,//„ Q FL24 I,/I///,/,/,,//,/ n DBL 2X LEDGER /,- TOP AT 23'-9" FL24 "i / / / / /T i / / / / i / / ! / / �� / / / / / / / / / / / / / ,, /, ,,, ;, o w � ¢w �xLEDGER/ FL24 AT� �z23'-91'1 Uo ' GYPCRETE by OTHERS OPT. FL24 8,4''/„ II 4 ,Ia a�J i A ZA L------- BOT/ 0 ­%AIH' /, tiC JI -CJI ////, r LU w w w 2 2 5'-10" _ _ 6'-10" 3_'-4 �" 7'-7" 3'-4 FLOOR 'OAF TRUSS PLACEM NT PLAN UPLIFT MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING 2X6 STRONG BACK BRACING, 10'-0" O.C., IS RECOMMENDED ON FLOOR TRUSSES SPANNING 20'-0" OR MORE a 0 i SEE FINAL ENGINEERING SHEETS FOR THE BACKCHARGES WILL NOT BE ACCEPTED STRUCTURAL DATA, NUMBER OF GIRDER AND UNLESS OUR DESIGN DEPARTMENT APPROVES TRUSS PLIES AND THE CONNECTION INFORMATION. THEM IN ADVANCE. OUP DESIGN DEPARTMENT MUST APPROVE %\ ALL HANGERS ARE SIMPSON STRONG -TIE ALTERATIONS AND/OR REPAIRS TO TRUSSES UNLESS OTHERWISE NOTED. INSTALL HANGERS IN ADVANCE. ACCORDING TO THE CURRENT SIMPSON STRONG -TIE CATALOG. 2nd.. LEVEL DETAILS BELOW: GIRDER PLYS MAY VARY — PENDING ENGINEERING I 24'-0" •I GIRDER BEADING DETAIL "4- . co LEDGER BEADING DETAIL DBL. 2X LEDGER by OTHERS 12 7 LU � J In LU • • TYPICAL 2'-0" OVERHANG/PITCH DETAIL 15t. LEVEL 15" DEEP FLOO15 0 I I it ----- ------ __ =-- — I izi I ZA a I� I I1 ) GYPCRETE CONNECTION/ 0 10'-8" II FL13 by OTHERS OPT. by OTHERS t�l F 10 DBL. 2X LEDGER I 1 TOP AT II'-3" FLI3 —r II � FLI I I N II I I o II L13 I I N zo U, 4'-4" 3'-3" ODD SPACE zo 0 > U ODD SPACE FLOOR MOUNTED LG� AHU ABOVE — Q o N I I �`- �) I l o CONNECTION m Q at Z I I_ -f—J. N by OTHERS ww <� (D — ODD SPACE 'o Q FL15 I 4S NEEDED 0-LL A o o CV —El4 � N cti II DBL. 2X LEDGE II o N TOP AT II'-3"" IIN LI4 ELEVATOR LL �LI4 I I CONNECTION II iv " — by OTHERS �G8 -0 c1i- o PROVIDE BEARING FLANGE AT 10'-0" CANT. o0 0 DBL. 2X LEDGER TOP AT II'-3" FLI2 FLI2 LL i I `-4 FLI2 I I - II [ I N FLI2 v II a 9'-4 �'2" Of w 0 0 w U- OTHERS I I II I IFLIO I I II FLI I I II I I ELIO i I I I FLIO I I II ELIO 11 I I I I FLI DBL. 2X LEDGER II TOP AT II'-3" —ill ELIO I i II FLII I I II I I I I FLIT " I I 10'-8" II a HANGER SCHEDULE ALL 2x HANGERS ARE SIMPSON HUS26 EXCEPT AS NOTED ALL 4x HANGERS ARE SIMPSON THA422 EXCEPT AS NOTED A= B= C= D= 15t. LEVEL DETAIL5 BELOW: GIRDER PLYS MAY VARY PENDING ENSINEERING GIRDER BEADING DETAIL i FLIO FG32 o ILY FLIOB n — II FLI BN it II a N LEDGER BEADING FLIOBa 1� DETAIL ODD SPACE I I DBL.by 2XLEDGERER �I In a ODD SPACE 10'-8" ODD SPACE GYPCRETE " by OTHERS OPT. FL9 II ri n II DBL. 2X LEDGER TOP AT II'-3" U 4 LOOOOR TRUSS PLFOR"E I I Ed IPLAN NOTE: ALL WALL GIRDERS ARE PER THE CONSTRUCTION DOCUMENTS. TRANSFER AND BRACING FOR LATERAL LOADS ON THE EXSPOSED FACES ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. THESE PLANS AND I' ARE SUBJECT TO AI REQUIRED EY FIELL MAY BE hNEC`:'_SSAR' BLt :a• COMPLY WIT-1 ALL t AGSTEN ENGINEERING INC TRUSS DRAGS THE REVIEW OF THESE DRAWINGS IS STRICTLY FOR TRUSS ORIENTATION AND POSITIONING THE CON- TRACTOR AND TRUSS FABRICATOR ARE RESPONSIBLE FOR CONFIRMINC AND CORRELATING DIMENSIONS, BEARING HEIGHTS, FABRICATION AND ERECTION MEANS AND ME (HODS, AND THE SEOUENCING OF SAID FABRICATION AND ERECTION WITH ANY AND ALL OTHER APPLICABLE TRADES INVOLVED, INCLUDING MECHANICAL THE GENERAL REVIEW OF THESE DOCUMENTS DOES NOT RELIEVE THE GENERAL CONTRACTOR F OM HIS RESPONSIBILITY FOR CONSTRUCTION ACCO':IDING TO PERMIT DOCUMENTS AND ALL APPLICABLE CODE REQUIREMENTS PROVED; NO EXCEPTIONS TAKEN APPROVED WITH COMMENTS AS NOTED AP ®REVISE AS NOTED; RESUBMIT M C3 REJECTED; CO E RS NGT -D M Sy- DATE ati t Wv =w4F i Illy W, VIM, 1114 5285 ST. ILU CHIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 ]FAX: (772)466-5336 CUSTOMER: PHOENIX REALTY HOMES JOB NAME: PHILLIPS LOT 9 WATERSONG JOB#: 18886 - IST.FL & 18887 2ND.FL MODEL: PHILLIPS RESIDENCE CUSTOM (ROOF # 18888 PAGE 2 OF 2) DATE: 05-01-07 REV. 05-15-07 In accordance with the Florida Administrative Code 61G15S-31.003 (3) (c), East Coast Lumber is the "Truss Design Engineer". Trusses are designed in accordance with the Florida Building Code 2004. rNOTE: By approving this placement plan(s), signatured anywhere on this sheet, the customer acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes East Coast Lumber & Supply to manufacture these trusses and deliver them to the project indicated on this drawing. The customer acknowledges that he/she accepts financial responsible for any repair engineering and labor required due to errors created by the customer. signed date DESIGN CRITERIA COUNTY: ST. LUCIE CODE: FBC-ASCE 7 LOADING: METAL CC SPEED: 140 M.P.H. SCALE: 1/4" = 1'-0" EXPOSURE CATEGORY = C MEAN HEIGHT: 40'-0" IMPORTANCE FACTOR = 1 BUILDING TYPE: = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 30psf TC DEAD: 27psf TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: IOpsf BC DEAD: IOpsf DUR FACTOR: 1.00 —�_DUR FACTOR: 1.33 - ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL IOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON -CONCURRENT BC MOVING LL 200# FBC TABLE 1607.1.31 DEFINITIONS CC = COMPONENTS & CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # = POUNDS FEV ) ONE DATE GHANGES INITIAL- -26-07 NO DUAL PITCH ROOF. ONLY 7:12 ROOF PITCH & 2'-0- O.H. FLOOR TRUSSES ON IST STORY. ARE 18" DEEP AND 20" DEEP ON 2ND. FLOOR: PER DON ARBREE REQUEST. QMJ 5-15-07 WIDOWS WALK HAS BEEN REVISED TO ALLOW DRAINING OFF THE SIDE, ADDED 9 1/2" LVL. REMOVED ONE "MI" TO BE FRAMED BY OTHERS. ADDED (3) GIRDERS AROUND SHOWER AREA IN FLOOR SYSTEM TO FIRST FLOOR TRUSSES. ADDED LAUNDRY CHUTE NOTES TO THE 3RD. STORY STAIRS AREA, ALL PER ARCHITECT REQUEST. QMJ Morris A. Spas oua, P.E. MAURICE A. UA, P•E•, INC. 1908 Avenue Coral S s, L 33071 (95 53-1988 nsB5251&19554 eC�� INGS FRAMED DOWN b BUILDER AS NEE ED T.O.B. = 1'-6" T.O.B. = 24'-0" DESIGNED BY: QMJ W N 0 y— O T �l VIC O 00 0 W CV 0 %1-- Q ^ L1 T- *BUILDER'S WARNING* HANGER SCHEDULE THIS IS A PLACEMENT PLAN FOR ENGINEERED COMPONENTS AS DEFINED BY WTCA 1-1995. DIAPHRAGMS HAVE NOT BEEN ANALYZED BY EAST COAST LUMBER. FOR ERECTION AND INSTALLATION OF TRUSSES FOLLOW INSTRUCTIONS ON THE BCSI-BI SUMMARY SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS 16'-4" i KNEE WALL by OTHERS RAFTER FRAMING by OTHERS r 1� RAFTER FRAMING Oy OTHERS L KNEE WALL I --by=OTHERS- — — SLOPED — p by OTHERS BRACING I.) FOR ERECTION BRACING FOLLOW INSTRUCTIONS ON THE BCSI-BI SUMMARY SHEETS. 2.) PERMANENT BRACING FOR THE STRUCTURE IS THE RESPONSIBILITY OF OTHERS. 3.) INSTALL WEB BRACING AS STATED ON SEALED ENGINEERED TRUSS DRAWINGS. SEE FINAL ENGINEERING SHEETS FOR THE STRUCTURAL DATA. NUMBER OF GIRDER AND TRUSS PLIES AND THE CONNECTION INFORMATION OUR DESIGN DEPARTMENT MUST APPROVE ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ADVANCE. ROOF LPI ill i PLACEMENT PLA BACKCHARGES WILL NOT BE ACCEPTED UNLESS OUR DESIGN DEPARTMENT APPROVES THEM IN ADVANCE. ALL HANGERS ARE SIMPSON STRONG -TIE UNLESS OTHERWISE NOTED. INSTALL HANGERS ACCORDING TO THE CURRENT SIMPSON STRONG -TIE CATALOG. �J lw �t = jk3344 � � -I LU Ln w lTEN ENGINEERING INC TRUSS DRAWINGS THE REVIEW OF THESE DRAWINGS IS STRICTLY FOR Till ORIENTATION AND POSITIONING THE CON- TRACTOR AND TRUSS FABRICATOR ARE RESPONSIBLE FOF, CONFIRMING AND CORRELATING DIMENSIONS, 6EAdRflN'-, HEIGHTS, FABRICATION AND ERECTION MEANS ANi -THODS, AND THE SEQUENCING OF SAID FABRICATION AN) cl :CTION WITH ANY AND ALL OTHER APPLICABLE TRI E, INVOLVED, INCLUDING MECHANICAL THE GL r L. REVIEW OF THESE DOCUMENTS DOES NOT RE t VL THE GENERAL CONTRACTOR FROM HIS R[ O NSIBILITY FOR CONSTRUCTION ACCORDING TO PLRIM i DOCUMENTS AND ALL APPLICABLE CODE REQUIEMENTS 4APPROVED; NO EXCEPTIONS TAKEN APPROVED WITH COMMENTS ® AS NOTED REJEC M AS NOTED; RESUBMIT J AUG5 REJECTED; C TS AS NOTED O s;; " ICY. DATE UPLIFT MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING ALL 2x HANGERS ARE SIMPSON HUS26 EXCEPT AS NOTED ALL 4x HANGERS ARE SIMPSON THA422 EXCEPT AS NOTED A= B= C= D= 11 FEVE)ON'�) DATE GHAN6E5 INITIAL- -26-07 NO DUAL PITCH ROOF. ONLY 7:12 ROOF PITCH & 2'-0- O.H. FLOOR TRUSSES ON IST STORY. ARE 18" DEEP AND 20" DEEP ON 2ND. FLOOR: PER DON ARBREE REQUEST. QMJ 5-15-07 WIDOWS WALK HAS BEEN REVISED TO ALLOW DRAINING OFF THE SIDE. ADDED 9 1/2" LVL. REMOVED ONE "MI" TO BE FRAMED BY I OTHERS. ADDED (3) GIRDERS AROUND SHOWER AREA IN FLOOR SYSTEM TO FIRST FLOOR TRUSSES, ADDED LAUNDRY CHUTE NOTES TO THE 3RD. STORY STAIRS AREA. ALL PER ARCHITECT REQUEST. QMJ 12 7� TRUSS MI" 4'-0" A SECTION DETAIL �12 71 �LVL3 9 I/2" DEEP w SLOPED b OTHES LPI - FLOORS 1 Lp1 w 0)o TYPICAL OVERHANG/PITCH DETAIL NOTE: 5285 ST. ILU CIIE BLVD. FT. PIERCE FL. 34946 OFFICE: (772)466-2480 ]FAX: (772)466-5336 CUSTOMER: PHOENIX REALTY HOMES JOB NAME: PHILLIPS LOT 9 WATERSONG JOB#: 18888—ROOF MODEL: PHILLIPS RESIDENCE CUSTOM (18886—IST.FL & 18887 2ND.FL) DATE: 05-02-07 REV. 05-15-07 In accordance with the Florida Administrative Code 61G15S-31.003 (3) (c), East Coast Lumber is the "Truss Design Engineer". Trusses are designed in accordance with the Florida Building Code 2004. NOTE: By approving this placement plan(s), signatured anywhere on this sheet, the customer acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes East Coast Lumber & Supply to manufacture these trusses and deliver them to the project indicated on this drawing. The customer acknowledges that he/she accepts financial responsible for any repair engineering and labor required due to errors created by the customer. signed date DESIGN CRITERIA COUNTY: ST. LUCIE CODE: FBC-ASCE 7 LOADING: METAL CC SPEED: 140 M.P.H. SCALE: 1/4" = I'-0" EXPOSURE CATEGORY = C MEAN HEIGHT: 40'-0" IMPORTANCE FACTOR = BUILDING TYPE: = ENCLOSED TRUSS SPACING 24" O.C. EXCEPT AS NOTED GRAVITY LOADS FLOOR ROOF TC LIVE: 40psf TC LIVE: 30psf TC DEAD: 27psf TC DEAD: 15psf BC LIVE: OOpsf BC LIVE: OOpsf BC DEAD: IOpsf BC DEAD: IOpsf DUR FACTOR: 1.00 DUR FACTOR: 1.33 ADDITIONAL LOADS PER FBC & FRC NON -CONCURRENT BC LL IOpsf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B) CONCURRENT BC STORAGE LL 20psf FBC TABLE 1607.1.27 FRC TABLE R301.4 (NOTE B.G.H) NON -CONCURRENT BC MOVING LL 200# FBC TABLE 1607.1.31 DEFINITIONS CC = COMPONENTS & CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # = POUNDS THESE PLANS AND ALL PROPOSED WOI-;: FOR TRUSS Lp�C;i=iVIEIVT ONLY ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO AUG 0 COMPI-Y WITH ALL APPLICABLE CODES, P E ALL WALL GIRDERS ARE PER THE CONSTRUCTION DOCUMENTS. TRANSFER AND BRACING FOR LATERAL LOADS ON THE EXSPOSED FACES ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. -MOI S A. 1221s 1V1AUi�CE A. � 1�.�.r INC. 1909 N Avenge Corral Springs, EL 33071 (954) 753-1988 icense Nos: EB5251 &c 19554 77, CEILINGS FRAMED DOWN b BUILDER AS NEE ED y" T.O.B. = 34'-0" y. T.O.B. = 36'-0" >, T.O.B. = KNEE WALL by OTHERS WN. 0 %6 - < O CL CV J z W CV V y— Q O DESIGNED BY: QMJ I CL CV