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CONVENTIONAL FRAMING SPAN TABLE MEMBER SIZE AND SPACING MAXIMUM LENGTW MEMBER CONNECTIONS, 2' X 4' 0 16' O.G. 1'-5' (2) 16d TOENAILS 2' X 6' 6 16' O.G. 10'-61 (2) 16d TOENAILS 2' X V a 16' O.C. 13'-9' (3) I6d TOENAILS 2' X 10' 6 16' O.G. 16'-5' (1) USP HTIIV0 OR (3) 16d TOENAILS 2' X 12' 6 16' D.G. 19'-3' (1) USP WTW20 OR (4) 16d TOENAILS 2' X 4' 11 24' O.C_ 6'-1' (2) 16d TOENAILS 2' X 6' m 24' O.G. 8'-6' (2) 16d TOENAILS 2' X S' 24' O.G. 11'-0' (2) 16d TOENAILS 2' X 10' 24' O.G. 13'-0' (3)16d TOENAILS 2' X 12' 9 24' O.C. 15'-4' (U USP WTW20 OR (3) 16d TOENAILS • TOENAIL CONNECTIONS DESIGNED FOR SWEAR ONLY 0 B. RAFTER TO RIDGEBEAM). ;• SOUTWERN YELLOW PINE, 55 P5F LOADING COMPONENT & CLADDING DESIGN PRESSURE (119.9mph, enclosed, 3 sec. gust, 2.1/12 to 6.9/12 pitch, Exposure C, Height = 30 feet, Importance Factor = 1.0) TRIBUTARY AREA (ft'-) ROOF WALL ZONE ZONE 2&3 ZONE ZONE 10 20.9 -33.2 20.9 -70.1 36.3 -39.3 36.3 -48.6 20 19.0 -32.2 19.0 -63.6 34.6 -37.7 34.6 -45.4 50 16.7 -31.1 16.7 -55.0 32.5 -35.6 32.5 -41.0 100 14.7 -30.1 14.7 -48.6 30.8 -33.9 30.8 -37.7 125 14.7 -30.1 14.7 48.6 30.8 -33.9 30.8 -37.7 Notes: 1 For effective areas or w ind speeds betw een those given above the load may be interpolated, otherw ise use the load associated w ith the low er effective area. 2 Table values shall be adjusted for height and exposure by rrultiplying by adjustment coefficients in Table R301.2(3) of the Florida Residential Code 2004 3 Plus and minus signs signify pressures acting tow and and aw ay from the building surfaces UPLIFT CONNECTION CROSS-REFERENCE USP STRUCTURAL CONNECTORS SIMPSON STRONG -TIE CONNECTOR UPLIFT CAPACITY LATERALT CAPACITY FASTENERS CONNECTOR UPLIFT CAPACITY LATEF2AL I CAPACITY FASTENERS (S.Y.P. #2) (S.P.F.) (S.Y.P. #2) (S.P.F.) MASONRY APPLICATIONS MASONRY APPLICATIONS HTA 16 1615 1585 590 10-1 Od x 1 1/2" M ETA 16 1450 1247 335 7-1 Od x 1 1/2" HTA20 1615 1585 590 10-1 Od x 1 1/2" M ETA20 1450 1247 335 7-1 Od x 1 1/2" HTT16 4290* 3689* -- 18-16d & (1) 5/8" A.B. HTT16 4175* 3695* -- 18-16d & (1) 5/8" AT HTT22 5370* 4618* -- 32-16d & (1) 5/8" A.B. HTT22 5260* 5250* __ 32-16d Sinkers & (1) 5/8" ATR LUGT2 1850 1850 - 16-10d & 5-1/4"x3" Wedge bolts LGT2 2150 1850 -- 16-16d Sinkers & 7- 1/4"x2 1/4" Titen LTS 19 1390* 1195* -- 8-1 Od & (1) 3/4" A.B. LTT19 1350* 1305* 8-16d Sinkers & (1) 3/4" ATR LTTl31 2825* 2429* __ 18-1 Od x 1 1/2" & (1) 5/8" A.B. LTTI31 2310* 2310* __ 18-10d x 1 112" & (1) 5/8" ATR FRAME APPLICATIONS FRAME APPLICATIONS RT7 585 585 170 10-8d x 1 1/2" H2.5 415 365 150 10-8d x 1 1/2" RT16 1030 1030 645 16-8d x 1 1/2" H 10 990 850 525 16-8d x 1 1/2" RT16-2 1160 975 410 16-8d x 1 1/2" H10-2 760 655 395 12-1 Od S PT22 725 623 260 8-1 Od S P 1 585 535 -- 10-1 Od SPT24 1085 933 260 12-1 Od SP2 1065 605 -- 12-1 Od SPT4 1075 924 - 6-1 Od x 1 1/2" SP4 885 760 -- 6-1 Od x 1 1/2" SPTH4 2150 1849 -- 12-1 Od x 1 1/2" SPH4 1360 1170 -- 12-1 Od x 1 1/2" MUGT15 4265 3335 - 22-1Od & (1) 5/8" ATR MGT 3965 3330 -- 2-10d & (1) 5/8" ATR LUGT2 2260 1956 440 32-1Od LGT2 2050 1785 -- 30-16d Sinkers HTW20 1530 1325 95 20-1 Od HTS20 1450 1245 -- 20-1 Od LSTA18 1235 1110 -- 14-1Od LSTA18 1235 1165 -- 14-1Od LSTA24 1235 1235 -- 16-1 Od LSTA24 1235 1235 -- 18-1Od LSTA30 1640 1640 -- 22-1Od LSTA30 1640 1640 -- 22-1Od LSTA36 1640 1640 - 22-1Od LSTA36 1640 1640 -- 24-1 Od HUNG APPLICATIONS HUNG APPLICATIONS HUS26 1925 1655 -- 20-16d HUS26 1550 1550 -- 20-16d THDH26-2 2235 1935 -- 28-16d HGUS26-2 2325 1995 -- 28-16d HUS28 2570 2210 - 30-16d HUS28 2000 2000 -- 30-16d THDH210-2 3490 3020 -- 58-16d HGUS28-2 3220 2705 -- 48-16d * CAPACITY IS BASED ON CONCRETE EMBEDMENT, REFER TO MANUFACTURER FOR GROUT FILLED CMU NOTE: DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON THE OPPOSITE SIDE OF THE TRUSS, WHICH COULD FORCE THE PLATE OFF THE TRUSS. "J" BOLTS REPLACEMENT CHART THE FOLLOWINGS 'J' BOLTS CAN BE REPLACED WITH THE CORRESPONDING BOLTS, THE REVERSE IS NOT APPLICABLE FOR FRAME TO SLAB APPLICATION ONLY. NOTE: EXPANSION BOLTS NOT RECOMMENDED 0 CONC. STEP V BOLTS EXPANSION BOLTS 5/0 x ro' Ne'-0 x 6' MIN. %'10x10, No'Ox10'MIN. w m ROOF D I APHRA M NAILING 5GHEDULE Rlr)rF I INF + + + + + + + + + + +_ + + + + + + + + + + + + + + -+ + + + + + + + + + O + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + .r + + + + + + + + + + + + + + + + + + + + + 6 .- :: (TYP.) 01 6'-0.1 + 6'-0.. + + + + +++ +++ + + + + + + + + F + + + + + + + +++ +++ + + + + + + + + + _ + + + + + + + + + + + + + + + + + + + + + + + o + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + % -RII IIcIA MPH 3 SECOND OUST EXP05URE "C" WIND ZONE Sd RING 5HANK NAIL5 ® 6" O.G. 4 + + + 4" O.G. @ &ABLE END HALL OR 6ABLE TRU55 + + 0.113 INCH NOMINAL 5HANK DIAMETER RING DIAMETER OF 0.012 OVER 5HANK DIAMETER I6 TO 20 RIN65 PER INCH 0.2&0 INCH FULL ROUND HEAD DIAMETER 2 INCH NAIL LENGTH Q-1 - 15/52" COX PLYWOOD OR 1/16" 05B �&E LINE 119.9 MPH 3 SECOND GUST EXPOSURE "C" WIND ZONE 5d RING SHANK NAIL5 ® 6" O.G. ED6E5 4 Sd RING SHANK NAIL5 ® 6" O.G. INTERMEDIATE a 0.115 INCH NOMINAL 5HANK DIAMETER RIN& DIAMETER OF 0.012 OVER SHANK DIAMETER I(b TO 20 RIN&5 PER INCH 029>0 INCH FULL ROUND HEAD DIAMETER 2 INCH NAIL LENGTH NOTE: I 1) 5EE STRUGTURAL NOTE5 FOR SHEATHING SPEGIFIGATIONS AND HIND SPEED. 2) END JOINTS OF THE ROOF 5HEATHIN& SHALL BE STAGGERED AND OGGUR OVER FRAMING MEMBER. 3) 5GHEDULE ASSUME5 SHEATHING 15 FA5TENED DIRECTLY TO SOUTHERN YELLOW PINE OR DOUGLA5 FIR OR BETTER. IF ROOF FRAMING GON515T5 OF A LE55ER GRADE OF LUMBER, GONTRAGTOR 1-1U5T CONTACT DAN5GO ENGINEERING, LLC FOR ALTERNATE FOR NAILING PATTERN. MAINTAIN BOTTOM OF \ WEEP SCIlim CEMENT PLASTER 1 In' TO 2' ABOVE IN ACCORDANCE ROOF 6-EATWNG WITH ABTMC926 OVER WOOD 2ND FLOOR NOTE THAT THE TYVEK AND METAL LATH MUST GO OVER THE TOP OF THE WEEP SCREED CET'ENT PLASTER OVER BLOCK IST FLOOR WEEP Yp' CEMENT PLASTER N AGCORDANC$ WITH . ASTMG926 FELT BACKED METAL LATHE IN ACCORDANCE WITH ASTMCI063 TYYEK 1k'oBs. . SHEATHING METAL FLASHNG \ �i' Il�'EI�ORATED s l6' WIMP 1; /V CEMENT' KEEP TOP EDGE PLASTER FINISH OF WIEEP S.Op VLLC 2' ABOVE TOP OF CALK BOTTOM BLOCK JOINT ONLY ALL NWE AND ORME COMM UALL NEW TO EE rmee OJT. ALL ,LOWS rev TO BE 'Alan CA.Iux 14 ' CEMENT PLASTER FINISH WASIM! PERFORATED j��K FLANGE V WEE' SLAB SCREED INSTALL BOTTOM EDGE OF WEEP SCREED I' BELOW FINISH FLOOR 5CREED [DETAIL MIN. EMBEDMENT 5GHEDULE: FOR E AND QUANTITY OF FA5TENER5 TYPICAL HTA 20-18 / HTA 20 INSTALLATION SN I B (OPT-) TYPICAL MTUJ INSTALLATION L( 5E U5P MUC THRU BOLT U5 ML R TRU55 FOP PLATE U.G TYi='I(;AL U5P MUGTIE� TO BUILT-UP COLUMN DETAIL HTA 20-18 / HTA 20 INSTALLATION MID SPAN NOTE: UPLIFT VALUE 15 BA5ED ON S.P.F. )5P RTI6 USING 16-8d A 1/2" NAIL5 )PLIFT = 1030# t�✓t�I/' A I �t1/_ I1\ICt A I I nTl/1AI TYPICAL �41J6 IN5TALLATION USP SPT24 AT EACH JOINT TV. PRE-FAB CHIMNEY CAP FLASHING 2"x4" BLOCKING (SEE MANUF. SPECS. FOR MINIMUM DISTANCE) EXTERIOR FINISH PRE-FAB CHIMNEY BLOCKING ® MID POINT WHEN CHIMNEY EXCEEDS 6'-0" IN HEIGHT 1/2- SHEATHING 0R O.S.B. 2 x4'A STUDS ® 16'O.C. MAX. V. MTL. FLASHING TRUSS TOP CHORD '-USP HTW20 ® EA. CORNER SECTION 'A -A' w/ 11/2" PLYWOOD FLITCH SCALE: 3/4"=l'-O" ATTACH BLOCKING TO TRUSSES w/ USP SLOPE MP-34 ANGLE TYPICAL -► HTW20 ® EA. CORNER -ENGINEERED WOOD TRUSSES i II' IMAMS III 111��110&11a I .. TYPICAL CHIMNEY PLAN SCALE: 3 4 =1 -0 AB CHIMNEY ASSEMBLY 16" O.C. MAX. x4" BLOCKING w/ 'LYWOOD FLITCH TYP. 5TD. C100 BOND BEAM FILL GELL }-LOOK - r W d STD. ao° GONT. #5 > HOOK BAR ............. GONT. #5 BAR ■M�w�� ; .. . 1 T t"-' I H 11-' t-1"eA17 I NCB L.) t--' I A I L SCALE: N.T.S. 5GALE . N.T.5. gJ✓ V Vv� OAS A i' : >kif DF'iNG OT111it DEDANSCO ENGINEERING, LLC P.O. BOX 3400 Apollo Beach, Florida 33572 Phone: 813.645.0166 Fax: 813.645.9698 www.danscoengineeHng.com CA 25948 CD o Ln w t- z �, O-n CD �>a�� Zamfn�0 M 0 00 d0U_� ZF-vzi LoOD °° z (n E CL w _J W z o ko V) LU j W Z = w c) :�i U 0 Lu 7- 7 O Q 0 Z ~ CL ZD Q ZD GO TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA RESIDENTIAL BUILDING CODE, SECTION R301 FOR 119.9 MPH , 3 SEC. GUST, EXPOSURE -C' ENCLOSED (INFERNAL PRESSURE COEFFICIENT = 10.181 WIND ZONE (2004 EDITION, INCLUDING 2006 & 2006 SUPPLEMENTS). THIS DRAWING AND DESIGN IS VAUD FOR 12 MONTHS AFTER THE DATE IT IS SIGNED AND SEALED. SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS DRAWING ONLY. 02OD7-THESE DRAWINGS AND DESIGNS ARE THE JOINT OF DANSCO ENGINEERING, LLC AND THE PROPREPRODUCTION CLIENT ON THIS PROJECT. ANY PRODUCTION OR UNAUTHORIZED USE IS PROHIBITED. REVISION: DATE DESCRIPTION VERSION NO. 1.00 / 06.14.07 SAMUEL A. GREENBERG, P.E. #34245 THUY H. HUYNH, P.E. #60122 IRWIN J. BENSON, P.E. #49758 ANDREW D. HAROLD, P.E. #66715 ENGINEER SEAL: JUL 0 3 2008 1 SHEET TITLE: STRUCTURAL NOTES & DEFAILS SHEET INFORMATION: JOB NO.: 270757 DATE ISSUED: 06.14.07 DRAWN BY: TJB REVIEWED BY: DZ SNI V Z J m N i N LO O M T_ LO I n 7Ir I I I I I I T_ T - - -