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HomeMy WebLinkAbout6453 Simons RdE ., k 6 2- v-"I c N a =L WORK SHALL COMPLY W PREWJUNG CODES FLORIDA BUILDING Er TIONAL SLECTRIC CODE, D THE CITY OF ZEPHYRHI ORDINANCES NOV REVIEW DATE CITY OF ZEPHYRHI PLAN EXAMINER y. 1 X �i ME 11 , �. WALLS a_6011 NAILING PATTERN FOR ALL WALL ZONES IS ed COMMONS 104" O.C. THROUGHOUT (U.O.N.) iT_3 -2- 3 3 2 3—i IBM GENERAL NOTES EXPOSURE B (140 mph) 1. The design for this structure has been reviewed for compliance with the windload provisions of Chapter 16, Florida Building Code, Building, 2020 Seventh Edition and ASCE 7-16 using the following criteria: ULTIMATE DESIGN WIND SPEED = 140 mph NOMINAL DESIGN WIND SPEED =108 mph BUILDING RISK CATEGORY= II EXPOSURE CATEGORY = B (all directions) INTERNAL PRESSURE COEFFICIENT: ± 0.18 FOR ENCLOSED STRUCTURES ± 0.55 FOR PARTIALLY ENCLOSED STRUCTURES ± 0.0 FOR OPEN STRUCTURES 2. Components and cladding wind pressures in pounds per square foot (PSF) to be used for design of exterior component and cladding materials shall be in compliance with ASCE 7-16 Chapter 30 as follows: GABLE ROOF 20- 27 DEGREES EFFECTIVE AREA Zone 1 Zone 2e Zone 2n Zone 2r Zone 3e Zone 3r A: 0 5 10 +21.4/-50.2 +21,4/-50.2 +21.4/-80.1 +21.4/-80.1 +21.4/-80.1 +21.4/-103.2 B: 115 20 +19.3/-50.2 +19.3/-50.2 +19.3/-70,1 +19.3/-70.1 +19.3/-70.1 +19.3/-84.2 C: 215 50 +16.5/-42,6 +16.5/-42.6 +16.5/-57.0 +16.5/-57.0 +16.5/-57.0 +16.5/-59.2 D: 51 <_ 100 14.3/-36.9 +14.3/-36.9 +1.4.3/-47.1 +14.3/-47.1 +14.3/-47.1 +14,3/-59.2 HIP ROOF 20- 27 DEGREES EFFECTIVE AREA Zone 1 Zone 2e Zone 2r Zone 3 A: 0 <_ 10 +12.1/-21.7 +12,1/-30.0 +12.1/-30.0 +12.1/-30.0 B: 11 <_ 20 +10.5/-19.3 +10.5/-26.8 +10.5/-26.8 +10.5/-26.8 C: 21:5 50 +8.3/-16.1 +8.3/-22.6 +8.3/-22.6 +8.3/-22.6 D: 515100 +6.6/-13.5 +6.6/-19.4 +6.6/-19,4 +6.6/-19.4 WALL EFFECTIVE AREA Zone 4 Zone 5 A: 0 510 +35.3/-38,2 +35.3/-47.2 B: 11520 +33.7/-36.7 +33.7/-44.0 C: 21550 +31.6/-34.6 +31.6/-39.8 D: 515100 +30.0/-33.0 +30.0/-36.7 3. All work and materials shall conform to the requirements of the Florida Building Code, Building,_2020 Seventh Edition. 4. All exterior walls between openings are designed as and should be considered shearwalls. 5. Design loads used in the analysis are as follows: LN A CABLE ROOFS HIP R001=5 0,55E ROOFS 10 DECK. < 0 < 45 DEG, 10 DECK. < 0 < 30 DEGO 0 < 10 If b 1 H H 10 DECK. < 0 < 45 DECK, 10 DEG. < 0 < 30 DEG, 0 < 10 DEG, I LIVE LOADS DEAD LOADS ROOFS = 20 PSF ROOFS =17 PSF FOR ALL PROJECTS EXCEPT FLOORS = 40 PSF CLAY OR CONCRETE TILE ROOFS GARAGE FLOOR = 50 PSF FLOORS =10 PSF BALCONIES = 60 PSF PORCHES, LOFTS, DECKS = 40 PSF 6. Concrete foundations shall comply with the requirements of Chapter 18, FBCB, subsurface Geotechnical information has not been provided to the engineer. Therefore, foundations and footings are designed for the following assumed soil bearing conditions: Loose granular material with no appreciable clay or organic material with a minimum allowable bearing pressure of 2000 PSF per FBCB Table 1806.2.. Compact fill to 95% modified proctor. 7. Masonry construction shall conform to requirements of Chapter 21, FBCB, Net area compressive strength of masonry is 1500 PSI. Type M or S Mortar shall be used. All masonry should be laid in running bond pattern with head joints in successive courses offset by not less than one-fourth the unit length. Thickness of bed joints shall not exceed 5/8". Glass unit masonry shall be constructed in accordance with Section 2110 FBCB. 8. Grout used to fill cells, lintels and bond beams shall conform to requirements of ASTM C476 and Chapter 21 FBCB. Required minimum compressive strength is 2000 PSI at 28 days UNO. 9. Concrete shall conform to requirements of Chapter 19, FBCB, and have a minimum compressive strength of 3000 PSI at 28 days UNO. 10. Reinforcing bars shall be Grade 40 or 60 minimum in foundations, masonry foundation walls, and CMU wails UNO. Reinforcing bars shall be deformed billet steel bars and comply with ASTM A 615 requirements. Joint reinforcing if used, shall be 9 Gage, galvanized steel conforming to ASTM A82 requirements. Welded wire fabric shall conform to ASTM A 185 requirements. Wire fabric shall be supported as required in Section 1907 FBCB. Synthetic fiber reinforcement shall conform to requirements of Section 1907, FBCB. 11. Wood roof and wall sheathing shall be APA-Rated panels. Wall sheathing fasteners shall be 8D common or galvanized boxnails with spacing along panel edges 6" O.C. with intermediate fasteners at 12" 0 C. LINO. Roof sheathing fasteners shall be 8D ring shank nails without exception with spacing 6" O.C. within "A distance of eves, hips, ridges, gable ends, lookout blocks, outlookers and intermediate field spacing at 6 O.C. UNO. Thickn ess of all wood panels to be noted on the drawings. 12. Wood studs and girder support posts used for bearing wall framing shall be HEM -Fir, S-.P-F or S-Y-P #2 Grade or better. All posts under girders shall have a minimum of one stud per girder ply. Wall openings shall be constructed in accordance with Ch. 23 FBCB, LINO. Wood beams, headers, rafters and other horizontal load bearing elements shall be S Y P #2 Grade or better. 13. Fastening of wood framing shall conform to Table 2304.10.1 FBCB, unless noted otherwise. 14. Design of prefabricated wood trusses in floors and roofs is delegated to the truss manufacturer's design intent of the project. The contractor is responsible for installing all temporary and permanent truss bracing required by the manufacturer in addition to any supplemental bracing shown on the drawings. Installation of prefabricated wood trusses shall follow the recommendations of the manufacturer, 15. Wood construction connectors shown on the drawing s represent the designer's intent to furnish a complete load path from roof to foundation. The contractor is responsible for furnishing and installing the specified connector a substitute connector with documented equivalent capacity. 16, Deviations from these drawings are the responsibility of the contractor and owner. Modifications of structural details shall be submitted to the engineer for approval prior to proceeding with the modification. All changes to structural details constructed without approval of the engineer are at the contractor's and owner's ris k. HOME REMODEL FOR: ZE—PH rRHILLS FL. CONTENTS COVER I OF 5 FLOOR d FOUNDATION PLANS 2 OF 5 ELECTRICAL PLAN t ELEVATIONS 3 OF 5 ROOF TRUSSES 4 OF 5 DETAIL SHEET 5 OF 5 SCOPE OF WORK K 1) PROPOSED EXTENSION TO BEDROOM i *2 2) PROPOSED G ARAGE: ADDTION 3) PROPOSED SOUTH WOOD DECK ADDiTiON 6%w i. Omni U w F- Q c7 O CO Q X _J OmO�ti� d U. w� _ LL a 0 z z w 0 O d e v o �r 0 za W Z d O 1A ME III . 1w1- f T- 21'-4" 15'-411 43'-2" 61-011 �i�ll 101-1/il EXIST. EXIST. (2) 24SW 36"X36"SH I I I II I I lV. l II VXli D rzxl.ST, NORTH c� u r, W X h --- mw ' EXIST. , I b O UTILIT` n I I EXIST. EXIST.1 iST, W/H 6068 HALF 32SH A 21* 1 41.- A.11 1311, O �, ' 11 ° II VI = "F ol PROP. } - - - - - ' n -, I COMP. - - IL - } . PR P� a L Ff�'�` r EXIST, 4 (Ube $EDROOM *1 \-\—%f bb G— EXiST, ----- {5,4TH Sk I ;EXIST.' -1'-loll EXIST G i : EXIST. z ; BATH - - - - - - - = PANEL ' METER EXIST, 4 SEE LEFT a EV. HALL FOR NEW CMU TO � �1^211 EXIST. CMU CON- _ - - - T- ( -n � � fi 1 1 _ ��... NECTION DETAILS � - 41-811 EXiST., EXIS S I C E 0 REFG15EDFROOM 02 1 /W +_- � � a DOOR OPENING FILLED iN W/CMU - - CONSTRUCTiON - - - o = w KITCHEN I ET { EXIST, m _ - SEE L 7- 1 �L ATI N_'. I 11 i j � _--------------.-.- , U Q = PROPOSED 13'-4" 51-411 48"X36 "X4" CONC. -LANDING C4 0) 4o"x83" -' C4 1 SEDRO01"i 1 '1 THIS CMU WALL Q O \ � REMOVED t SEE LEFT ELEV. OLn ' ,ADDITION UQ m AREA CLEANED �_ FOR NEW CMU TO R/O' # GYP. FINISHED = EXIST. CMU CON- NECTION DETAILS ,, 38"Xfo4" 0606 _ = EXIST. WINDOW t CMU _1 I - - - - - N - BELOW REMOVED, STEP REQUIRED IF AREA CLEANED t GYP. FLOOR TRANSITION -' FINISHED 4 NEW INTER. EXCEEDS -1 3/4" 3068 DR. INSTALLED d j 0 VERT. REINFORCEMENT m 66' O.C. MAX., 3000 SEE LEFT ELEV. EXiST. DINING PSI CONC., (1) *5 BAR FOR NEW CMU TO W/10 STD. HOOK, 25 PROPOSED EXIST. CMU CON- MIN. OVERLAP FROM SOUTH NECTION DETAILS FOOTER TO BOND BEAM WOOD DECK. PROPOSED 4 LOCATED AT ALL OPENINGS #CORNERS ADDITIONS EXIST. OPENING EXIST. OPENING GARAGE CLOSED IN FOR CLOSED I FOR ADDITION NEW TRANSOM EXIST. NEW TRAN 50M Ih - 3068 _ _ ......... 12" X 12" TRAN 12" X 12" TRAN .� ._..W.._ SEE LEFT ELEV. NEW 16" $" FOR NEW CMU TO CONC. DOTING EXIST. CMU CON- NECTION DETAILS Is, NEW 16 CONC, EXIST, SOUTH WOOD DECK Q O EXIST, i6"X8" CO,IC. FOOTING CMU R/O NOTE: MASON TO 3'-iO" 41-011 VERIFYW/MANA O �'-toll 21'-4" REQUIREMENTS 43'-2" n EXiSTiNG FLOOR PLAN WiTH PROPOSED ADDiTIONS SCALE: 114" = V-011 AREA SCHEDULE NAME ,,AREA Existing Living 1131 sq ft. Existing South Porch 213 sq ft. Existing Utility Room 4 North Screen Porch 133 aq ft, Proposed Garage Addition 431 sq ft. Proposed Bedroom 02 ,Addition sq ft, Proposed South Porch ,Additions 89 sq ft, Total 2066 sq ft. ciQ `VERT. REINFORCEMENT 2 �" PSMAX., I CONC.#5 BAR W/10" STD. HOOK, 25" MIN. OVERLAP FROM TOOTER TO BOND BEAM 4 LOCATED AT ALL OPENINGS t CORNERS SCOPE OF WORK 1) PROPOSED EXTENSION TO BEDROOM 02 2) PROPOSED GARAGE ADDTION 3) PROPOSED SOUTH WOOD DECK ADDITION 2s,-loll 13'-411 231-1011 I I I I I � , I I D I I } �WI } I I i I I bb i - - I O f IST, W/H Li I I \ / ... - I II -------------- i PROP n COMP ------, - I I i , , PROP', I—_ 'A/C I i N I n i I I , I t I , ' I I ' i I I I I I E] I VERT. REINFORCEMENT T T T_T - T l i �(- -- , EXIST, , I I 1 i 1 i I I 1 1 u�6I O.C. MAX., 3000 REFG D/W PSi CONC., (1) *5 BAR 1 IBEOROOM 02 11 I I l I I i W/10" STD, HOOK, 2511 - I L �I _ 1_ L 11 I _ 41�11 4111 rJ}„ MIN. OVERLAP FROM I - - = C FOOTER TO BOND BEAMit3'-0,1 31-©11 111 LOCATED AT ALL 48"X36"X4" ?i� i OPENINGS i CORNERS LONG. LANDING PRO OSEI� GONG. - - - - - - - - �4 Q Q Q ------ ---------------, BEDROOM 1L00R1 o JOINING - _ 24" LONG 5 HORIX. BAR _ ADDITION-` FA' 1036" O.C, MAX, 4" INTO EXIST. CONC. IN PILDTED - 4'-2" 3'-4" = 24" LONG *5 HORIz. ; EPDXY FELLED HOLE FB 1411 Q BAR 036" O,C, MAX., ; 4 20" REMAINING INTO I I 11 11 II 1II , 2I -021 -C� 2I -01I I 4Ii INTO EXIST.. CONIC. - NEW CONC. SLAB - `) _ IN PILOTED EPDXY ®` -- - -❑ FILLED HOLE # 201' — STEP REQUIRED IF REMAINING INTO Q FLOOR TRANSITION SiMPSON HU26 - ` - - - - - - = NEW CONIC. SLAB EXCEEDS 13/4"' - - - - - - - - - FL*10655.40 -- -_ --- ------------ OR EQUAL = - ` -- - _- - _ `'' - 2X6 OR 5/4" P/T OR - - - = EQUAL DECKING TO SIMPSON PROPOSED Q — tt �, JOISTS W/(2) *10 EXTER. HGAM10 SOUTH GRADE DECK SCREWS -m FL*11413.5 - OR EQUAL PORCI-I _Q PER CONNECTION I I _ N CONIC, -- ►i - 14DDITiONS _ 2X6 P/T JOISTS 024" O.C. FLOORS = PROPOSED ' JOINING _ / • Q O GARAGE - N _ ._.. ADDITION - N - — - — _ — - — - — - ,..— _ _ — - - n1 ® —I PROPOSED 16"XS" „ - 2X6 P/T LEDGER W/1/2 EXPAN, I 3,000 P.S.I. GONG, OR EQUAL WEDGE ANCHOR OR _ LU d- FOOTING W/(1) *5 1/4" TAPCONS 624" O.C. INTO p BAR CONTIN EXIST. CONC. (TYP,) EXiST. SOUTH PORCH FA + - I I I I O f EXIST, 16"X8" 4" THICK (3,000 P.S.I ) d CONC. FOOLING - , C FIBERMESH CON. SLAB "# - — - -' OR CONIC. SLAB REIN- FORCED W/*l0 GA. 6X6 _ _ _T __. _ _ W . - _ - . ._ _ _ _ W.W. MESH ON 6 MIL - - - VAPOR BARRIER # n - TREATED 95% COMPACTED SOIL C=A - I FA I I ® � I !0 N SIN JN VERT.REINFORCEMENT FX�OCEME T 3'-lollol 41-011 1'-8" 1o'-8" i'-a ol 6'.C. rt'-loll 21'-4" 14'-0" P51 GONG, (1) *5 BAR 111/10" STD, HOOK, 25" 43'-211 of MIN. OVERLAP FROM FOOTER TO BOND BEAM 4 LOCATED AT ALL FOUNDATION PLAN OPENINGS d CORNERS SCALE: 1/4" = 1'-011 FOOTER LEGEND HEADER BLOCK 1111(1) 05 BAR CONTIN. 16" X I6" MONOLITHIC = .. FOOTER W/(2) *5 BARS 1 --(1) *5 BAR CONTIN.648'1 CONTIN, TYP. HOME t i GRADE IN SOLID FILLED CELLS GARAGE FOOTER - - 04 - - 1 �i ``(ALT.) STEMWALL FOOTER F 1 _g W/(2) *5 BARS CONTIN. NOTE: FB ON CHAIRS iw32" O.C, IF STEMWALL SURPASSES 48" IN HGT,, A BOND BEAM 0 MID -WALL WILL BE REQUIRED USING STANDARD GONG FILLED KNOCK -OUT BLOCKS W/(1) *5 HORiZ. REINFORCEMENT ALL CONNECTIONS PER CODE 2X6 OR 5/4" P/T OR EQUAL DECKING SIMPSON HU26 2X6 P/T LEDGER WrI/2" EXPAN, TO JOISTS W/(2) *10 EXTER. GRADE FL*10655.40 OR EQUAL WEDGE ANCHOR OR DECK SCREWS PER CONNECTION OR EQUAL 1/4" TAPCONS 624" O.C. INTO EXIST, CONC, (TYP,) 2X6 P/T RIM JOIST 2X6 P/T JOISTS 024" O.C, _ IS EX T OR NEW `Q - • _ SIMPSON � HOME FOUNDATION HGAM10 l — I PER PLANS 611 FL*11413,5 OR EQUAL PROPOSED 16"X8'I 3,000 P.5.1. CONC, FOOTING 111/(1) *5 BAR; CONTIN WOOD DECK SECTION (N,T.S ) W Q LL U w Q �CY3C7M T cc X OZro ©V1�n �a.V�M to 0 H z W a RR I Fm— ■ ELECTRICAL NOTES: .200 AMP SERVICE 1 - ELECTRICAL CIRCUITS SHALL BE NO MORE THAN 6' FROM ALL DOOR OPENINGS, 12' MAX, O.C., AND SHALL BE WITHIN 25' FROM OUTSIDE A/C UNITS I 2 - INCANDESCENT LIGHTS SHALL BE NO LESS THAN 12" AWAY FROM SHELVING, AND FLUORESCENT LIGHTS SHALL BE NO LESS THAN 6" AWAY FROM SHELVING 3 SMOKE DETECTORS SHALL BE NO MORE THAN 36" AWAY FROM CATHEDRAL PEAKS, NO LESS THAN 36" FROM FORCED A/C AIR VENTS, NO LESS THAN 36" FROM KITCHEN AND BATHROOM DOOR OPENINGS, NO LESS THAN 4" AND NO MORE THAN 12" FROM THE CEILING 4 - WATER HEATERS THAT ARE NOT IN SIGHT OF AN ELECTRICAL PANEL BOX SHALL REQUIRE A DISCONNECT 5 - GFCI CIRCUITS IN KITCHEN # GARAGE TO BE INSTALLED PER NEC2011 6 - 15 AND 20 AMP BRANCH CIRCUITS TO BE ARC -FAULT PROTECTED `i - LOCATION OF CIRCUITS MAY NEED TO BE ADJUSTED DUE TO FIELD E FRAMING CONDITIONS ENCOUNTERED; (2) 4/0 COPPER (1) 3/0 COPPER 2" CONDUIT TYPICAL 200 AMP PANEL W/(20) CIRCUITS SERVICE BY POWER 60, .*4 GROUND TO 1/2" ROD 10' DEEP ALSO SERVICE 16 BANDED TO FOOTING STEEL GROUNDING ELECTRODE SYSTEM DETAIL NEC201-1-250-5O(C) N.T.S. � ! I ! II II 51 - 11 HALF 328H 10 Lj- - - _ o n DISC r , o DISC , , /ML --j I i � I _� ----- __u I II I V7fZ 3 5 � I ' EXIST EXIST. PANEL METER I I _ L I I- L =1=1 i J� t FD 1 ELECTRICAL iCAL PLAN SCALE: 1/4" - 1'-©" NOTE NEW ELECTRICAL WiRED TO EXIST, ELECT, SERVICE PER NEC2011 •12 COPPER TO LIGHTS t OUTLETS *10 COPPER TO WATER HEATER *6 COPPER TO RANGE *8 COPPER TO A/C ELECTRICAL LEGEND ELECTRICAL COUNT SYMBOL celling fan 4 bladed 01 1 can light 6inch 2 O exterior light 03 2 electrical panel 1 Disconnect 2 ■ fan 50 CFM 2 50�cFM light 2 - outlet 4 outlet gfcl wp 2 switch r✓- $ switch 3 way 4 $, switch double 1 switch triple 1 $ vanity bar ilght 02 2 ,0 000 fluorescent light 1 x 4 2 celling receptacle GFI duplex 1 C,F, outlet gfi 3 co detector 1 2 smoke detector 2 0 SEE OVER FRAME ' DETAIL ON SHEET 5 SEE OVER FRAME METAL. ROOFING TO DETAIL ON SHEET 5 MATCH EXIST, HOME METAL ROOFING TO MATCH EXIST. HOME 10/12 10/12 NEW ROOF TRUSSES / NEW ........ _...... ALUM. DRIP ROOF EDGE, FASCIA TRUSSES f 4 SOFFIT NEW ROOF TRUSSE METAL ROOFING T MATCH EXIST. HO ALUM. DRIP EDG FASCIA t SOFFIT z W W w W d? �t cat? ME ------------I__________________.._.______.______..._____,-.------__..____----------- --rr._-.---------------_--------_------------ 12"+/- O/H EXIST. _ + - O/H Z TYP, CMU I TYP. HOME , SEE LEFT El © A FOR NEW CMU TO r EXIST. CMU CON- I NECTION DETAILS I PROPOSED PROPOSED BEDROOM 4 DECK, ADDITION GARAGE ADDITION FRONT IEUEVA 1 IVN SCALE: 1/4" _ 1'-4" i--------_----.�._--_—._--....—_— _ �___ _T-T_---_—_ -.---- ----1 METAL ROOFING TO EXTERIOR GRADE SIDING: I METAL ROOFING TO MATCH EXIST. HOME OVER GABLE END TRUSS 4 MATCH EXIST, HOME NEW ENGINEERED ROOF ON NEW CMU CONSTRUCTION TRUSSES OVER EXIST. BATH TO MATCH EXIST HOME SEE OVER FRAME i } ; t BEDROOM *2 ADDITION DETAIL ON SHEET 5 (3) TOTAL 3" *5 BAR IN I i PILOTED EXPDXY FILLED a , 3/I2 3/12 HOLE 10" HOOKS TIED i I i -NEW NEW ROOF TRUSSES TO MAiN VERT. "5 BAR ! ' IROOF { ALUM. DRIP EDGE, 1 I TRUSSES FASCIA # SOFFIT ! i ! ----------- ! --_-__--- - - ------- - - - - - - FILLED CELLS 12"+i- I 12"+/- W _ . F O/H EXIST. ---;- O/H z 3" *5 BAR iN PILOTED TYP. CMU TYP, EXPDXY FILLED HOLE HOME EXTER. GRADE SIDING.tu EXIST, ;— IN EXIST, CONC. SLAB csJ NEW ' A ,, CMU t LINTEL ABOVE W/25 -' CMU SEE LEFT ELEY. OVER NEW CMU HOME STD. LAPS LIED TO iN-FILL ° f FOR NEW CMU TO CONSTRUCTION TO w f= MAIN VERT. �'S BAR EXIST. CMU CON- CON - MATCH EXIST HOME N _._._._....:; NECTION DETAILS EXIST, CONC. FOUNDATION NEW CONC. FOUNDATION 24" LONG *5 HORiZ. BAR PROPOSED 636" O.C. MAX. 4" INTO EXIST. 6-0 13'-4" GARAGE GARAGE ADDITION CONC, IN PILOTED EPDXY � � ELEVATION PROPOSED PROPOSED FILLED HOLE 4 20" REMAINING BEDROOM ADDITION DECK ADDITION SCALE: 1/4" = 1'-O" INTO NEW CONC. SLAB - - __-___ - - _ - - ,.____. - �.... _ _..- - - - - .._._ _ _..-. _ - _ ____... _ -__-_. _ _._ - _.___ _ ..� - - _ _.._. _ - _ �. _.�. - - - _.-. _ f , ! I ! j k I i j 4 I f METAL ROOFING TO MATCH EXIST. HOME I I I 1 1 I NEW ROOF TRUSSES i i I ! } f L_ ___�_ __- ____- _ ___`__ ___ _ ------ ---------- - - - --- 12" I O/H 1 f ___ EXTER. GRADE SiDINGs T_...._.__ .._ : ... - _. - SEE LEFT ELEV. -■ EXIST, ► OVER NEW CMU FOR NEW CMU TO CMU CONSTRUCTION TO v-- EXIST. CMU CON- HOME �— MATCH EXIST HOME NECTION DETAILS 32'-O" /\ PROPOSER GARAGE ADDITION RIGHT EUE"V AT i ON �' � NEW METAL ROOFING TO ROOF MATCH EXIST. HOME TRUSSES SCALE: 1/4" = 1'-O" METAL ROOFING TO MATCH EXIST. HOME I { i 10/12 y I iZ NEW ROOF TRUSSES--► 1I --------------------------- ---- -- -------------------- W z N TYP.'. I i w Q�� w ._ w r �}! i---�' SEE LEFT ELEV. =.'—'-'-'-EXIST,-...--..•.-..-. = FOR NEW CMU 70 CMU' EXIST. CMU CON- HOME NECTION DETAILS '-10 eD4 i u PROPOSED GARAGE ADDITION REAR ELEVATION SCALE: 1/4" - i'-O" W CL ;fi 0 W 00 (0141 =+ O Q N In LL j 0— �" O0 F- tV r cv II 0 LV o —� z Q W Q c o � 0 0, I � n --*-...-...._._...EXIST.-► I p t CMU O HOME m iX r.- ii ;.; � . s. 11 �` - V Fr, r a-- ' ,.•. •}I t - 21 . r .) r, . I,. ) 1 y v i, t f i i r y + t = i ++ t�` a 1 .. j - . ` ?i ., I., , I '', Y , r - ,t r )�. ' +t { t� z' . d r` } ' - , s >1. [: =a i I. f'-. ''5 : -' r . a I- Y j ; 1 I t T r ;, 1- - s F Il ." r • P 4r.. .• R_ ,d r $ 'j :J.i .,. T + . Y+ Y _ 1 rj. . fi r I. r x ++ : .( a <+ I- µ 1. r 3 y1 t ,4i; i =, t "' r.T, t '. - { 1, - ;: I" )` y pp ' (• r. + - t y s ; , + ; I rd tl , t �_ j t , .r, , - - y `t I. a. i. . „` y € tj / ' i ,3 r . . 01 # }- t" r " ' , tt h -_ ' - l� N ", • I' 3 is -`• {' A; d— ly' I i I d -0, ,' .. r z t - +t (: Z. ; r - * - i . I -.. " #W-00 I 1 8S-w 0•r zs�� � L E- + ta�'*�'a t 7-10,- Z:° 13-00 ( i8- t 1 3v�12-w 1 t I PRE-ENGINEERED TRUSS PACKAGE BY HYDE TRUSS COMPANY, LLC. DATED: S/16/2022 13 HERESY INCORPORATED INTO THE CONSTRUCTION DOCUMENTS SIMPSON WETA16 (FL.11413.3) 18100 UPLIFT TYP. OR EQUAL a CMU ERG. LOCATIONS U.O.N. SIMPSON 1410A (FL-10456.3) OR EQUAL 11400 UPLIFT TYP. FOR SINGLE: PLY 4 HiOA-2 (FL.10456.3) OR EQUAL 12450 UPLIFT TYP. FOR DBL. PLY ® WD_ FRM. BRG, LOCATIONS U.O.N. I Job I Cuss Iruns ype y BACKSIMONS 82200192 T1 Cannon 4 1 IRICHARD Job Reference(optional) ----...-'."--'--­1—, ^M"a„,, o ID;k7ju801cQOtJ_pxnf3Oli w 0e8-JoVFTsyCHdviEW5'LPAZsidwWvho7iSKA49e lI 9) M. 7-3 5 13-5-11 19.8-0 25.10-5 32-0-11 39 4 0 7-3-5 6 2-5 6-2-5 &2S 6-2-5 7-3.5 3.00 12 5x5 = 5x5 s 5 K x - -19 -113 12 1+ w 3x8 = W 3x4 = 5x6 B= 3x8 = 5x6 WB= 3x4 = 3x8 = t0 4 8 19 8 0 28-11-8 39.40 �n.d-R O-2A t qg `,"A I :Z d Plate Offsets (X.Y)-- 14:0-2-8,0-3-01, f6:0-2-8,0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.50 12 >942 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.98 12-14 >481 180 BCLL 0.0 " Rep Stress Incr YES WB 0.90 Horz(CT) 0.23 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 175 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2 = 1509/0-8-0 (min. 0-1-12) 8 = 150910-8-0 (min, 0-1-12) Max Horz 2 = 47(LC 10) Max Uplift 2 =-261(LC 12) 8 =-261(LC 12) Max Grav 2 = 1509(LC 1) 8 = 1509(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=4883/1334, 3-21=-4862/1342, 3-4=-4416/1170, 4-22=-3075/876, 5-22=-3034/887, 5-23=-3034/887, 6-23=-3075/876, 6-7=-4416/1170, 7-24=-486211342, 8-24=4883/1334 BOTCHORD 2-14=-1251/4716,13-14=-99213827, 12-13=-992/3827, 11-12=994/3827, 10-11=-994/3827, 8-1 0=1 25314716 WEBS 5-12=-242/1144, 6-12=-1025/344, 6-10=-59/666,7-10=-5451256, 4-12=-1025l344, 4-14=-59/666, 3-14=-545/256 WEBS 5-12-242/1144,6-12-1025/344, 6-10=-59/666, 7-10=-545/256, 4-12=-1025/344, 4-14=59/666, 3-14=-545/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIY-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf, h=16ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-0-0 to 2-11-3, Interior(1) 2-11-3 to 19-8-0, Exterior(2R) 19.8-0 to 23-7-3, interior(1) 23-7-3 to 40-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=261, 8=261. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. o cuss fuss ypeJ y BACKSI S 1I62200192 ITIG GABLE 1 1 IRICHARD - Job Reference LcgtronaU yva 11,1a„y,LLy' w•r, —,.,uwo, I ,, o ID;k7ju801cQOGJ_pxnf3OiRAwzb0e8'KhBFRYPsGBvq?phCtF6i' zifar5UGhSAzozMycTVQ i1 0 0 19-8-0 39.4-0 404 p 19-8-0 19.8 0 0 v• 3x6 = 3.00 rl2 5x5 = 3x6 = 10 11 12 - 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 = 3x6 = zn^ n !1 It 3x6 = Plate Offsets X Y 7:0-1-8 Ede 15:0-1-8 Ed e LOADING (psf) SPACING- 2-M CSL DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 21 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.03 21 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 20 n/a n/a BCDL %0 Code FBC2020/TP12014 Matrix-S Weight: 185 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 P 2) Wind: ASCE 7-16; Vuit=140mph (3-second gust) 11) Provide mechanical connection (by others) of LOAD CASE(S) OTHERS 2x4 SP No.2 Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=16ft; truss to bearing plate capable of withstanding 100 lb Standard BRACING- 8=45ft; L=39ft; eave=2ft; Cat. II; Exp B; Encl., uplift at joint(s) 2, 31, 33, 34, 35, 36, 37, 38, 29, 27, 26 TOP CHORD GCpi=0.18; MWFRS (directional) and C-C Comer(3E) , 25, 24, 23, 22, 20. Structural wood sheathing directly applied or 6-0-0 oc -1-0-0 to 2-11-3, Exterior(2N) 2-11-3 to 19-8-0, Comer(3R) 19-8-0 to 23-8-0, Exterior(2N) 23-8-0 to purlins. BOTCHORD 40-4-0 zone; cantilever left and right exposed ; end LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber Standard REACTIONS. AEi bearings 39 4-0. DOL=1,60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the (lb) -Max Horz 2= Horz 1A) truss only. For studs exposed to wind (normal to the Max Uplift face), see Standard Industry Gable End Details as All uplift 100 lb or less at joint(s) 2, applicable, or consult qualified building designer as 31, 33, 34, 35, 36, 37, 38, 29, 27, 26, perAilding 11, 4) Building Designer /Project engineer responsible for 25, 24, 23, 22, 20 Max 4, 2 verifying applied roof live load shown covers rain All reactions 250 It, or less at joint(s) loading requirements specific to the use of this truss 2, 30, 31, 33, 34, 35, 36, 29, 27, 26, component. 5) plates are 2x4 MT20 unless otherwise indicated. 25, 24, 20 except 38=442(LC 21), G 6) Gable requires continuous bottom chord bearing. 22=442(LC 22) 7) Gable studs spaced at 2-0-0 oc. FORCES. (lb) 8) This truss has been designed for a 10.0 psf bottom Max, Comp./Max. Ten. - All forces 250 (lb) or less except chord live load nonconcurrent with an other live y when shown. WEBS loads. 9)' This truss has been designed for a live load of 3 38=-307/157, 19-22=-307l157 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the NOTES- bottom chord and any other members. 1) Unbalanced roof live loads have been considered for 10) Lumber designated with a "P" is pressure -treated this design. with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. Job I russ I fuss I ype BACKSIMONS 62200192 T2G GABLE ILay 1 1FIy 1 IRICHARD Job Reference (optional) ,y..v . — w,,,ts 1-y, u-.+, ✓m+c -11y, , I .+.,u<u, ,n,.n,ac, rrywx lD:k7Ju801ctJ�o.uwza 9; R6N«umkM"D.„uuautw_, '.' . sr„ �sqi bzo802y6�xnf3OlMwbHzdvMe9cI6 1 0 0 7-0 0 14-0-0 15 0 0 1-0-0 7-0-0 7-M 1 - 4x4 = 5 aat - 44-" Plate Offsets X.Y)- f2:0-2-1,0-1-81 WO-2-1,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 8 nIr 120 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 n/a We BCDL 10.0 Code FBC20201TP12014 Matrix-S Weight: 80 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 CHORD 2x4 SP No.2 P 4) Building Designer / Project engineer responsible for OTH OTHERS 2x4 SP No.2 T verifying applied roof live load shown covers rain BRACING- loading requirementsspecific to the use of this truss TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc component. 5) All plates are 2x4 MT20 unless otherwise indicated. purlins. 6) Gable requires continuous bottom chord bearing. BOTCHORD 7) Gable studs spaced at 2-0-0 oc, Rigid ceiling directly applied or 10-0-0 oc bracing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. All bearings 14-0-0. (lb) - Max Horz loads. 9) This truss has been designed for a live load of 2=-155(LC 10) 20.Opsf on the bottom chord in all areas where a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide Wii fit between the All uplift 100 lb or less at joint(s) 2, bottom chord and any other members. "P" 8, 13, 14, 11, 10 10) Lumber designated with a is pressureAreated Max Grav with preservatives. Plate lateral resistance values All reactions 250 lb or less at joint(s) have been reduced 20% where used in this lumber. 2, 8, 12, 13, 14, 11, 10 Plates should be protected from corrosion per the recommendation of the treatment company. Borate or FORCES. (lb) other suitable treatment may be used if it does not Max, Comp./Max. Ten. - All forces 250 (lb) or less except corrode the plates, if ACQ, CBA, or CA-B treated when shown. lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used NOTES- with this design. Incising factors have not been 1) Unbalanced roof live loads have been considered for considered for this design, Building designer to verify this design. suitability of this product far its intended use. 2) Wind: ASCE 7-16; Vuit=140mph (3-second gust) 11) Provide mechanical connection (by others) of Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=16ft; truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 8, 13, 14, 11, 10. B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enci., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 7-0-0, Comer(3R) LOAD CASE(S) 7-0-0 to 10-0-0, Exterlor(2N) 10-M to 15-0-0 zone; Standard cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per cuss puss ype RICHARD BACKSIMONS 1=130 2200182 T3G GABLE 1 1 Job Reference tionai nyua , rusa wury)any, -" vows amyl "oou<u, msca,-, nyua o.ow " may n, n,4, 'n +o ED:kiju801cQOtJ_pxnf3OlMwzbOe8ST?bkomgBPhZCQ_zexkoF2b o1s172?5-E00dyd Uy 7-0-0 i 14-0 0 i is" 7-0-0 7-0-0 1 4x4 = 4 R O Plate Offsets X 1:0-2-1 0-1 8 :0-2-1 0-1-8 LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,08 Vert(LL) 0.00 7 n/r 120 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 8 n!r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 78 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 P 4) Building Designer / Project engineer responsible for OTHERS 2x4 SP No.2 verifying applied roof live load shown covers rain BRACING- loading requirements specific to the use of this truss TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc component. 5) All plates are 2x4 MT20 unless otherwise indicated. purlins. 6) Gable requires continuous bottom chord bearing. BOTCHORD 7) Gable studs spaced at 2-0-0 oc. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. Ali bearings 14-0-0. loads. 9) This truss has been designed for a live load of (lb) - Max Horz 1=-149(LC 10) 20.Opsf on the bottom chord in all areas where a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the All uplift 100 lb or less atjoint(s)1, bottom chord and any other members. "P" 7, 12, 13, 10, 9 10) Lumber designated with a is pressure -treated Max Grav with preservatives. Plate lateral resistance values All reactions 250 lb or less at joint(s) have been reduced 20% where used in this lumber. 1, 7, 11, 12, 13, 10, 9 Plates should be protected from corrosion per the recommendation of the treatment company. Borate or FORCES. (lb) other suitable treatment may be used if it does not Max. Comp./Max. Ten. - All forces 250 (lb) or less except corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is when shown. required, and G185 galvanized plates may be used NOTES- with this design. Incising factors have not been 1) Unbalanced roof live loads have been considered for considered for this design. Building designer to verify suitability of this product for its intended use. this design. 2) Wind: ASCE 7-16; Vuit=140mph (3-second gust) 11) Provide mechanical connection (by others) of Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf, h=16ft; truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 12, 13, 10, 9. B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 7-0-0, Comer(3R) LOAD CASE(S) 7-0-0 to 10-0-0, Exterior(2N) 10-0-0 to 15-M zone; Standard cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per Job I russ I russ I ype BACKSIMONS 82200192 T2 Common ILM 7 lPiy 1 IRICHARD Job Reference o ' al n uc , ,uas wu, -Y' u .,auc -'y, . � wool "' -'-' 1.,w y r ID;k7ju801cQOtJ_sxnf301Mwz j q Y VSGvE-VRhSaJ7R1 �Y7sP16Hl Hu[?9nQHuNe d Wa 1 0 0 7-0-0 14-0-0 15-0 0 1-0-0 7-0-0 7-0 0 f-0-0 4x5 = 3 I 3x4 = 2x4 11 7-0-0 0 14- 0 7_nn 7-n n Plate Offsets (X.Y)- f2:0.4.0,0-0-21.f4:0-2-1,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.08 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.13 6-9 >999 180 BCLL 0.0 . Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 61 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2 = 572/0-8-0 (min. 0-1-8) 4 = 57210-8-0 (min. 0-1-8) Max Horz 2 =-155(LC 10) Max Uplift 2 =-115(LC 12) 4 =-115(LC 12) Max Grav 2 = 659(LC 17) 4 = 659(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2-13=-660/155, 3-13=-542/173, 3-14=-542/173,4-14=-660/155 BOTCHORD 2-15=0/495, 6-15=0/495, 6-16=0/495, 4-16=01495 WEBS 3-6=0/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=4.2psf, h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -140-0 to 2-M, Interior(1) 2-0-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-", Interior(1) 10-0-0 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 to1I by 2-0-0 wide will fit between the d bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=115, 4=115. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard OI hiss I fuss I ype BACKSIMONS 62200192 T3 Cannon IQly 8 IPly 1 [RICHARD Job Reference nal ny- , rasa wmpa.y' —, Faun -y' r), oau<a, m"asan, nyva .— s ma o a« mn cx uwusuiw, usc. n to va:cr as <vcc r , ID:k7ju801cQOtJ_pxnf301M HdNs?srRnFRjKLS7_EZUJ IAgZXIN.jmhiEGyd Us 7-" a 14-0-0 15-0-0 7 7-0-0 1-0 0 4x5 = 2 -'.. 3x4 = 2x4 II 7-" 0 14-0 0 v-n n — Plate Offsets (X. f1:04-0.0-0-21.f3:0-2-1,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI DEFL in (hoe) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 5-8 >999 180 BCLL 0,0 " Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 59 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1 = 516/0-8-0 (min. 0-1-8) 3 = 574/0-8-0 (min. 0-1-8) Max Horz 1 = 149(LC 10) Max Uplift 1 = -78(LC 12) 3 =-118(LC 12) Max Grav 1 = 607(LC 17) 3 = 660(LC 18) FORCES, (lb) Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-12=-662/158, 2-12=-544/177, 2-13=-545l176, 3-13=-664/158 BOTCHORD 1-14=0/499, 5-14=0/499, 5-15=0/499, 3-15=0/499 WEBS 2-5=0/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=4.2psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpi=0-18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-M, Interior(1) 10-0-0 to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except (jt=lb) 3=118. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard LO '� I . . * ,,,, .1. . - LiI Q". d ;I IJ tt k v (a =J - . _ � . . . . J 9 q i I 0) .. CG t- v I . � I � I . .. .1 I'• 4. . Q ^ LL - W H j T I,-„ d o M T 0 L—(O� 0 O';-. �, ,�. � � .. � -� M �— 17 . . . I � . - . � .. -f -J EL Q J to — U 3 LLI _J �:- cQ G . _ i- _ . C. - O .. r N N II . =N ,- CO CO C O . L,Lj J Z � r W Q Q � . U rt o in p Z 4: 43 Q o 4 M 6 It 0 d L 0. 4 (� 1L V! O� 0 _ Q W Vr to Z 1- Jai 93 m C 'Q W - ' wZ to1. .'• t-- . Z - . 1. I- Q . . -„ - 0 4 . t-. Is Z . I. z O r t— V I Q co .. { . n i . Q U . . 11 1. C. It tl 0)- U 6 d) F d) . m J . ..r M a) W 'D 1: Lll N . t. -.y i4 - 1 v +z ,It. ? p f k :.t _ E i } ; z.- ry ;t ,I S M } ' ! k f �� • .M .%f �t �F ,t s , ..M , Ij ! 'x yr t FIBERGLASS SHINGLES ON (2) LAYERS OF 30* FELT UNDERLAYMENT 4 1/lro" STRUCTURAL 1 O.S,B, OR 15/32" EXPOSURE 1 CD PLYWOOD, INSTALL PLYWOOD CLIPS 024" O,C, SEE ROOF SHEATHING NAIL ZONE DETAIL r�C SIMPSON HETAIro •24" O.G, TYPICAL (OR EQUAL) FL, }14Z3,3 � � PRE-ENGINEERED TRUSSES 0 24" O,C, R-30 MIN, INSULATION DRIP EDGE -•, A , 2X6 FASCIA---i.;VKN,)C PSUM BOARD WITH KNOCK DOWN FIN BOARD CK-OUT BLOCKS ALUM, FACIA (U *5 BAR CONTINUOUS ALUM. SOFFIT PRE -CAST LINTEL OVER WINDOWS 4 DOORS WINDOW- ► R-5,6 FOR 3/4" RIGID INSULATION 4 d ) PRE -CAST SILL R-1,0 FOR 1" RIGID INSULATION Z -,......_ 1/2" GYPSUM BOARD Q INDICATES VERTICAL Lu REINFORCEMENT • 6' O,C, MAX,, P/T FURRING N 3000 PSI CONC,, 1*5 BAR W/10 FIN, SILL PLATE - STD, HOOK, 25" MIN. OVERLAP Q FROM FOOTER TO BOND BEAM 4" THICK (3000 P,S.I, MIN.) 4 LOCATED At ALL CORNERS, F15ERMESH CONCRETE SLAB OR OPENINGS, BEAMS 4 GIRDERS. CONCRETE SLAB REINFORCED WITH *10 GA, 6X6 W.W. MESH CEMENTITIOUS FINISH = ON 6 MIL VAPOR BARRIER ON EXTERIOR WALLS AND TREATED, 5590 COMPACTED SOIL, GRADE GRADE TO SLOPE ro" IN FIRST 10'-0", 16" MONOLITHIC FOOTER WITH (2) *5 BARS CONTINUOUS ON CHAIRS m32" O.C. TYPICAL. WALL. SECTION FOOTER LEGEND HEADER BLOCK W/(v *5 BAR CONTIN. —(U *5 BAR CONTIN,•48" GRADE IN SOLID FILLED CELLS 1'-S" �`IALT,) STEMWALL FOOTER 16" X I6" MONOLITHIC W/(2) *5 BARS CONTIN. FOOTER W/(2) *5 BARS FB ON CHAIRS 032" O.C, CONTIN. TYP, HOME 4 NOTE: GARAGE TOOTER IF STEMWALL SURPASSES 46" IN HGT,, A BOND BEAM 0 MID -WALL WILL BE REQUIRED USING STANDARD F- CONC, FILLED KNOCK -OUT BLOCKS 111/(1) *5 HORIZ, REINFORCEMENT ALL CONNECTIONS PER CODE .N4 REINFORCING STEEL COVER 1, FOUNDATIONS: A. MINIMUM COVER TO BE 3" WHEN CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH, B. MINIMUM COVER TO BE 1-1/2" WHERE CONCRETE IS FORMED AND POURED BEAMS, 2. REINFORCEMENT BARS EMBEDDED IN GROUTED MASONRY CELLS SHALL HAVE A MINIMUM CLEAR DISTANCE OF 1/2" OF GROUT BETWEEN REINFORCING BARS AND ANY FACE OF A BLOCK CELL, 3. REINFORCEMENT BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER, INCLUDING GROUT, OF NOT LESS THAN 2" FOR MASONRY UNITS EXPOSED TO EARTH OR WEATHER OR 1-1/2" FOR MASONRY UNITS NOT EXPOSED TO EARTH OR WEATHER. 4. FOOTING DOWEL BARS SHALL BE EMBEDDED A MINIMUM OF 6" INTO THE FOOTING (PERIMETER EXTERIOR FOOTINGS ONLY) WITH STANDARD HOOK AND SHALL BE PROVIDED FOR ALL VERTICAL REINFORCEMENT. ALL DOWELS SHALL LAP WALL REINFORCEMENT A MINIMUM OF 40 BAR DIAMETERS, FL, 11413.3 ADDITIONAL CONNECTORS MAY BE REQUIRED AT SIMPSON HETA16 624" O,C, GIRDER TRUSS LOCATIONS. TYPICAL ANCHOR SEE TRUSS LAYOUT, (OR EQUAL) 0)05 BAR CONTINUOUS /BOND BEAM /IN BOND BEAM, PRE -CAST LINTEL (1) *5 HORIZ, BAR fi *5 V ERT, 7 REBAR IN GROUTED CMU CELLS FOOTER *5 BAR WITH 25" MIN. LAPS C2)#5 BARS 4 10" 90 94OOKS IN GROUTED CONTINUOUS 3000 P.S.I. CONCRETE CELLS IN FOOTER 12" MINIMUM IN FOOTER ON CHAIRS 4 6" MIN. IN BOND BEAM. 632" O,G, 6'-O" O,C, MAX, SPACING, SEE FOUNDATION PLAN FOR LOCATIONS. 6WEARWALL DETAIL (TYP.) NTS SHEARWALL NOTE: ALL C.M.U. WALL SEGMENTS 46" OR LONGER WITH NO OPENINGS LARGER ALL C.M.U. WALL SEGMENTS 46" OR LONGER WITH NO OPENINGS LARGER THAN 144 SQUARE INCHES AND (1) VERTICAL *5 BAR AT EACH END, THAN 144 SQUARE INCHES AND (1) VERTICAL *5 BAR AT EACH END, 106' O,G. MAXIMUM, IN GROUTED CELLS AND SPLICED TO A STANDARD HOOK o6' O,G, MAXIMUM, IN GROUTED CELLS AND SPLICED TO A STANDARD HOOK , IN THE FOOTER AND IN THE BOND BEAM SHALL CONSTITUTE A SHEARWALL, IN THE TOOTER AND IN THE BOND BEAM SHALL CONSTITUTE A SHEARWALL AND WILL BE INDICATED ON THE FLOOR PLAN WITH A HATCH PATTERN <-- HATCHED CMU WALLS ON PLANS INDICATE SHEARWALL TOENAIL RIDGE TO PLATE WITH 3-trod NAILS EACH SIDE, ROOF SHEATHING / /PER SPECS 2x RAFTERS (SEE CHART) 2x6 MIN. SOLE PLATE FL, *10446,1 SIMPSON A34 FRAMING ANGLES AT EACH RAFTER OR EQUAL RIDGE DEPTH AT (4) Irod NAILS LEAST EQUAL TO TOENAILED PLUMB CUT (2xro MIN.) lx6 MIN, COLLAR TIES ENGINEERED TRUSSES SOLE PLATE SECURED TO SHEATHING AND SUPPORTING TRUSSES WITH SIMPSON MSTA12 OR EQUAL FL, 010552.5 CONVENTIONAL OVER FRAME DETAIL WHEN WOOD SHIM OR BUCK IS EQUAL TO OR GREATER THAN 1-1/2" THICK, SECURELY FASTEN TO MASONRY WITH 1/4" DIA, TAPCONS 4" FROM CORNERS d 12" O.C, MAX, THROUGH 1-PIECE BUCK WITH 1/4" SHIM EACH SIDE MAX, 4 1-1/4" EMBEDMENT MIN. WHEN WOOD SHIM OR BUCK 18 LESS THAN 1-1/2" INSTALL WINDOWS AND DOORS IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS, -- _ LINTEL _BOND BEAM —FLOOR LINE- LINTEL - 0 EXTERIOR DOOR/WINDOW IBUCK CONNECTION 2X6 OR 5/4" P/T OR EQUAL DECKING SIMPSON HU26 2X6 P/T LEDGER W/l/2" EXPAN. TO JOISTS W/(2) *10 EXTER, GRADE FL*10655,40 OR EQUAL WEDGE ANCHOR OR DECK SCREWS PER CONNECTION% OR EQUAL 1/4" TAPCONS 624" O,G. INTO EXIST, CONC. (TYP,) 2X6 P/T RIM JOIST 2X6 P/T JOISTS 624" O,G, 2-0 t - ID SIMPSON ( = EXIST, OR NEW • _ HGAMIO _ HOME FOUNDATION N FL*114-I3,5 PER PLANS 8!! OR EQUAL [ _ PROPOSED 16"XS" 3,000 P,S,I, CONC, FOOTING W/0) *5 BAR CONTIN WOOD DECK SECTION (N.T.S.) ROOF SHEATHING 1/2" A.P.A. RATED W/8d COMMONS 04" O,C, THROUGHOUT 2X4 BLOCKING 6' BACK •4' O,C, 12" O/H MAX, -.. ------ _ _ ._... _................... -- -- ENGINEERED-- :I GABLE END TRUSS TRUSSES L..... a-„ 1/2 SHEATHING W/Sd COMMONS X BRACING •4" O.C. THROUGHOUT g48 O,G, 16d NAILS FELT, WIRE MESH, CEMENTITIOUS FINISH GABLE— OR HARDIE BIRD. SIDING -SEE PLANS END TRUSS SIMPSON HETA16 (FL.11413,3) 1610* 2X4 T-BACK UPLIFT TYP. OR EQUAL 624" O,C, BRACING CMU BRG. LOCATIONS U.O.N. • BLOCKING 04' D,G, .---FLASHING TO WD, W/8d -012" O.C, 4 - TO CMU 11,1/3/6" DIA. X 1 1/4" TAPCONS 2X P/T 612" O,C, PER FBC101,2.1, FBC R103,4, BLOCK LI: 4 ASTM C526 1.1.4 2X P/T 4 1/2" A,B, W/2" DIA, WASHERS 2X4 SP*2 RAT RUN 48 O,G, LOCATED 6" FROM ENDS 4 48" O,G, _...._---W/(2) ]rod NAILS, EA. TRUSS -EPDXY SET W/6" MIN, EMBED. (OPTL.) —2 X SOLID BLOCKING SP*2 W/(2) 16d EA, END •RAT �8" BOND BEAM W/CEMENTITIOUS RUN LOCATIONS FINISH OR HARDIE BIRD ATTACHED T—BACK BRACING PER MANUFACT, SPECS, GABLE END BRACING DETAIL TO CMU (NTS) DRIP EDGE, -►{ X FACIA 4 SOFFIT �V PER PLANS I, 12" (OPTL,) WINDOW INSTALLED PER MANUFACT, SPECS. GABLE TRUSS 1/4" TAPCONS tv 24" O.C. PIT, 02 SYP 2X6 WITH 1-1/4" EMBEDMENT (MIN.) 1/2"x8" ANCHOR BOLTS ® ® W/2" WASHERS SET IN TYP, FILLED CELL. MIN, (5) PER JAMB, SECTIONAL OVERHEAD ® DOOR OVERHEAD SECTIONAL DOOR TRACK WITH 3/8"xl-in" STEEL GARAGE SLAB LAG BOLT WITH WASHER, MIN. (ro) PER ® ® TRACK: TO JAMB. OVERHEAD GcARAGE DOOR DETAILS (5) 1/2" DIA, x 8" "J" BOLTS FILLED CELL WITH CONTINUOUS 05 VERTICAL i .............................. ......._.... , TRIM 2X6 PT WOOD JAMB DOOR AND CONNECTION PER GARAGE DOOR MANUFACTURER, TYPICAL GARAGE DOOR TRACK MOUNTING DETAIL ROOF FINISH BY OTHERS 4 1/2" SHEATHING PER PLANS -(1) 2X4 HEADER ENGINEERED ROOF---*� TRUSSES 024" O.G, (1) 2X4 RGH, SILL (1) KING EA, SIDE FINISH BY OTHERS 4 1/2" SHEATHING W/8d 64" O,C, .___ ......... 10d NAILS ,6 6" O.C. o• 2X4 SP*2 RAT RUN • 46" O.G. BOND BEAM PER TYP, - - -- -- W/(2) 16d NAILS, EA, TRUSS WALL SECTION EA, SIDE OF ATTIC STORAGE NOTE- 2X P,T, 4 1/2" A,B, W/2" DIA. USE SIMPSON LSTAS FL*10652,6 WASHERS LOCATED 6" FROM OR EQUAL •WINDOW 2X4 FRAMING ENDS 4 48" O.C. (MAY BE TO TRUSS CONNECTION EPDXY SET W/6" MIN. EMBED.) TYP. GABLE END 10GARAGE (NTS) ROOF r-INISH BY OTHERS 4 1/2" SHEATHING PER PLANS,,_. DRIP EDGE, FACIA - 4 SOFFIT PER PLANS 12" DROPPED GABLE END TRUSS BY MANUFACT. FINISH BY OTHERS 4 1/2" - SHEATHING W/Sd •4" O,C, MAXIMUM RAFTER SPAN SIZE/SPACING 16" O.C. 24" O.G, 2xto 9'-611 2x& _.._....__...._............ -- - -......... 2x 10 12I-6" ..._................. 16'—o" 10,-311 ......................_...................---------- 13'—O" NOTES: 1, WHERE RAFTERS BEAR ON WALLS USE SIMPSON Hi FL"1D456,3 OR EQUAL, 2, AT AREAS WHERE CEILING: JOISTS DO NOT TIE THE BOTTOM OF THE RAFTERS TOGETHER, INSTALL COLLAR TIES (ixro MIN.) IN THE UPPER 1/3 OF ROOF ON EVERY THIRD RAFTER PAIR WITH 3-8d NAILS. ROOFING OVER FELT AND _— ROOF SHEATHING PER — — TYP. WALL SECTION 16" WIDE GALV, METAL FLASHING AT OPEN VALLEYS, U.N.O. PER ROOFING MFR. SPECIFICATIONS VALLEY FLASHING DETAIL (N.T.S.) CLEAR GRAVITY UPLIFT OPENING LOAD UP TO 8'-8" I818 S80 UP TO It'-4' 1254 631 UP TO 16'-S" 1350 361 UP TO 18'4' 150 313 CLEAR GRAVIT UPLIFT OPENING LOAD I UP TO W-8" I818 1152 UP TO ll'-4' 1254 818 UP TO 16'-8" S50 44S UP TO 184" 150 383 i 1, CLEAR OPENING 15 MASONRY OPENING DIMENSION. OVERALL LINTEL LENGTH SHALL BE 8" LONGER, MIN, 2. ALL LOADS ARE IN POUNDS PER LINEAL FOOR (plf) 3. IN LINTEL "L"L2" ONE OF THE TOP BARS IS A CONTINUOUS BOND BEAM BAR. THE SECOND BAR SHALL EXTEND TO THE NEXT ADJACENT VERTICAL BAR OR 16" MINIMUM BEYOND OPENING, WHICHEVER IS GREATER, 4, PRE-ENGINEERED LINTELS ("POWERS STEEL" OR EQUIVALENT) or - EQUIVALENT LOAD CAPACITY MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION, 8" CONCRETE KNOCK -OUT $. 1 BLOCK BOND BEAM *-- FILLED WIT14 CONC. (1)05 BAR 111 (2)•5 BARS N CENTER BLOCKS) 1S (ARE) OPTIONAL O AND CAN EITHER BE OMITTED OR INSTALLED AT THE BUILDERS DISCRETION (1) •5 BAR PRECAST, PRESTRESSED j u" LINTEL (PILL SOLID W/ W00 PSI CONC.) L-2 PRE -CAST LINTEL. DETAIL. NOTE: LINTEL BEARING LENGTH PER MANUFACTURERS SPECIFICATIONS POWERS STEEL LINTELS OR PRE -CAST CONCRETE LINTELS MAY BE USED, LINTEL SCHEDULE �J SFS-1$ 0 8Flro-1$/ IT L2-24" 44 6" POWERS STEEL BOX LINTEL W/1-*5 REINF, C) L2-16" POWERS STEEL 2X4 LOOK OUTS 624" O,C. W/(2) I6d ENDNAILS TO ADJACENT TRUSS 4 SIMPSON H2,5A OR 142,5T TO BALLOON WALL TOP PLATE SIMPSON H2,5A OR H2.5T FL*10456,3 (2) Irod END NAILS ENGINEERED ROOF TRUSSES •24" O.C, DROPPED GAIBLE END TRUSS OPTION (NITS) w 0 d i