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3911 Saltmarsh Lp 18-1055 (a)
_.._.... aA» --M�JAUM, hil 111 11111111111 _- � I -._._.._ ._.___._.�..._. Il 1 _�... _l� W 0. C9 00 eel 0 z m uj si Lt! c Lt. -i ILL uyo e t ►rr°�°°° ``o��®ot ♦ ��` e 0 4/ A; !� Q .® cy) LL ® 0% .J $WQoSz Z (� ~• w ode see o� C) C:) r� O N 0 M U � _j CA ~ (O a a0)N (a O p to G � to N O p d' 0 Lo oo Q LL LL vi a� z Lo E a ca ' 0 ro 0 N 41 W O 2 — Q 2 O' Ln Q C7 Lu a z (Y7 u ui M N x w w J CDz z Q M- m 0 cn � o O p L O QV) M Y CLQ 00 N z N M ;2 w C M Va- O Uj p •� o"r N p C c 0 < w ,_ C Q w to d d m F , w i z 0 z r w o Q ISSUE DATE 01/24/2018 w REVISIONS PROJECT: 18-0118 >- SCALE: AS NOTED z __.__-......_.._-..__.._ DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE _IL.JRL. illi 30, -Orr 161.011 14r-0" 4'-6'1 10,,011 1'-6" 12'-8" 11-411 00 I` No Covered Lanai -.._. LLI F-- --- -- oz 9'•4"CLG. F.F.F. 8" 14' 8/1 p11 21.4,, `- 8' -Or' 31.81' 4 F 21„01' - � -0 TYP. TYP. 4' N Master Suite N $'-0" X 8'-0" S.G.D. - •- ' 10•4" TRAY CLG. er _- T 6 H.B. M L - - -_ __ _..._. T _.- _ _ - + 4 �+ 31.411 31-0" _-. 51,4" 31.4 13'-4'r - x vi SHOWER %)�� M VANE r B.� --� -a OWE ti 9'-4" CLG. oQ N LU VANITY w/ C T N t- MIRROR ABV. - 4 -- 22"40ATT" Gathering W.C. C ACCESS TEMP GLASS � LA CAV S p ENCLOSURE OVER --- =� Room ='p 9.4 CLG. 6 42" HIGH KNEEWALL - ---- _m.-. W.I.C. 9'-4" CLC Bedroom 2 9'-4" CLG. P R&5 _ 51.011 1'-101. 31.611 31;811 91,81, 51,011 _._.._ _ _ .. _.-.- uj a A.H.U. 0 W 40 B.F. ?� �? -•oar - z DRAIN PAN AS REQ. as R&S cm m 9'-4" CLG. m Ln a Q R& S C � tG -- T co V�/ w ¢a O R 5 w m Bedroom 3 3 ° 8 V5 [-�a D z O r 9'-4" CLG. _ o U- m B •2 9.40 W.C. BIN - - ." CLG. _ Kitchen - 9.4 101.41, M 51-011 1011 2'L,2" 3'-1011 2'-211 1/2" GYPSUM BOARD TUB/ " - (OPT) W.H. -meq, APPLIED TO THE SHOWER REF. 5 SH N FULL HT. GARAGE SIDE r L - - __ -- WALL ;p N _ 2141' 16-0 &* 7 -- 4r-0'/ 61,611 � LL. ------._--- f -- -- - � o . 22-08" _- DRYER FFo N ATTIGAQCESS q �4 M L_ -- - - = - _..._.- -- - - - - 9.4" CLG., M.T. 3080 WDA 0 9'-4" CLG. _- �1 2 Car Garage z OPT -gib cn ASHE 81' 11.611 T-011 2'411 9'-4" CLG. F.F.F._ �� -Ent 2030 F.G. a 2'-611 11.6" o z CLC F.F.F. -- -- - °° 811 181-01r $11 41-011 61-011 6" � � M H.B. tr in 16'-0" x T-0" GAR. DR. _ _.._ .______-_ 11-811 161'011 1'-8". 1'-4" 71-411 21-011 191-4" 30'-0" r GENERAL NOTES KEY: THIS STRUCTURE HAS BEEN DESIGNED TO MEET OR EXCEED REQUIREMENTS OF THE (2017) FLORIDA BUILDING CODE (6TH EDITION) ABBREVIATIONS: • 2- # OF DOORS. • 2- # OF WINDOWS. • MT - METAL THRESHOLD • FR - FRENCH DOORS • SL - SIDE LIGHT FG - FIXED GLASS • TR -TRANSOM • GB - GLASS BLOCK • PKT - POCKET DOOR OBS - OBSCURED GLASS • TEMP - TEMPERED GLASS • SH - SINGLE HUNG • DH - DOUBLE HUNG • HR - HORIZONTAL ROLLER • BP -BYPASS • BF - BIFOLD • TYP. - TYPICAL NOTE: SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, AND TRANSOMS ARE NOTED ON PLANS w G Poo ®Z, aq uj r? U- �� -- --- - 3 ' :W � 0. J 00 O d' O ti E M O U U- CO N C I`�• to N Q Q- 0 E N O r = N C I: p ,� 0ES � s Cu 00 �( 11 LL Cn w z -� m g a O t W E N W U O N p O LL C 0 N � co �Tolooll No E uo � � NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. 2. DO NOT SCALE PRINTSI CONSTRUCTION TO BE FROM CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES OR ERRORS TO BE REPORTED PROMPTLY TO SUPERVISOR FOR CLARIFICATION. 3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY AND COUNTY CODES. 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER CODE M307.2 & M1309.3. 5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER SPACE. 6. VENT DRYER THRU EXTERIOR WALL U.N.O. 7. PROVIDE COLD WATER LINE FOR ICE MAKER LINE @ REF. SPACE. 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. 10, REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL SHEETS FOR EXTERIOR WALL FINISH SPEC'S. 11. REFER TO DETAIL SHEETS FOR FLASHING REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3 2'U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 7 w � 21" U.N.O. � z w uj 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. d •• ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O. oCn 0 15. C.M.U. &FRAME WALL SYSTEM SEGMENTS WHICH o Q HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR 46 MORE SHALL BE CONSIDERED SHEAR WALL SWS = m 0 SHEAR WALL SEGMENTS. o p m C Z V) M aC N O 16. OPENING BETWEEN GARAGE AND RESIDENCE 0 U5 M �� � ,� SHALL BE EQUIPPED w/ A 20 MIN. FIRE RATED w > N SOLID WOOD OR HONEYCOMB CORE STEEL DOOR Q a Ln O EL NOT LESS THAN 1 3/8" THICKNESS AS PER z FBGR302.5.1. �n 17. INSTALL 5/8" TYPE X DRYWALL ON GARAGE a 01/24/2018 CEILING BENEATH HABITABLE ROOMS (TYP.) d PROJECT: X SCALE: 18. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 w 0 DESIGNED M.P.H. w vi 19. ALL TUB & SHOWER UNITS WILL HAVE z a z ANTI -SCALDING DEVICES INSTALLED. z 1 i d Cl) W 20. ALL OPERABLE WINDOWS LOCATED MORE THAN 0 72" ABV. SURFACE BELOW SHALL HAVE THE z co LOWEST PORTION OF WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED FLOOR BEING o SERVER PER (FBC-R312.2). z a 21. ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER w BUILDER / CLIENT o DOOR NOTE KEY: cco Z DOOR SIZE CALLOUT: Lu 20 = 210" 40 B.F. = 4'-0" BIFOLD ? 24 = 2'-4" 50 B.F. = 5'-0" BIFOLD 26 = 2'-6" 60 B.F. = 6'-0" BIFOLD C 28 = 2'.81� 30 = T-0" o WINDOW NOTE KEY: z O WINDOW SIZE CALLOUT: o 2040,= 2'-0" x 4'-0" 2050 = 2'-0" x V-0" C 2060 = 2'-0" x V-0" • ALL WINDOW CALLOUTS ARE MEASURED IN FEET & W INCHES AS PER THE EXAMPLE TABLE ABOVE. Area Tabulations m w w Living: w 0 _ 1 st floor: 1,349 sf Total Living: 1,349 sf c� entry: 72 sf Y w d covered lanai: 103 sf » "AB Floor Plan ABC garage: 391 sf 0 I Total Areao 1 91. sf0_1 � c� d a c�Tn w w H w d 0 z o r z Z 46 N � p m C V) M aC N O rj Ln o M �� � ,� 0' p- O > v hi > N 0 G C Cp�� ¢ w Ln O EL � �. ISSUE DATE 01/24/2018 REVISIONS PROJECT: 18-0118_. SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN ' SCALE: 1/8" = TV (11x17) 1/4" _ T-0" (22x34) 02 J --- 11'4' BRG. HT. @ENTRY �....�..� _ 9'4" BRG, _ - -- 8'-0" HDR. HT, 40, 1x6 SMOOTH FINISH BAND (TYP.) DEC. LIGHTING (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) _ 0'-0" FIN. FLR. L_w -- I—E 7,77] E c D [---I- El El El E] El E-7-1 El". � O.H. u Front Elevation "A" SCALE: 1/8" = T-0" (1107) 1/4" = T-0" (2204) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 0 0'-0" FIN. FLR. 8'-0" HDR. HT.._ 0'-0" FIN. FLR. _T k 8'-0" HDR. HT. If 318" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. Rear Elevation "A SCALE: 1/8" = TV (1107) 1/4" = T -Q" (22x34) ATTIC VENT CALLS: (2017) FLORIDA BUILDING CODE (6TH EDITION) R806. MIN. 40% - MAX 50% OF REQUIRED VENTILATION TO BE IN UPPER PORTION OF ATTIC SPACE AND THE BALANCE TO BE IN LOWER PORTION (EAVES). MINIMUM NET VENTILATION AREA SHALL BE 1-5a OF VENTED SPACE. TOTAL VENTED SPACE: 2,047 = 6.82 SF. NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.73SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4 VENTS @.683 /PER VENT TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 5.82F. TO BE PROVIDED wl SOFFITS @ EAVE: 80.00 LF. 0 0.073 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% Roof Layout SCALE: 1/16" = T-0" (11x17) 1/8" = T-0" (22x34) ZI cf). Wi 0 v I n cWn W z 0 r a- 0 v I W V) W L1 W Of W cn W 0 W O cn Y ry 4 W c N .G t0 � O.H. u v 1 `°� o .- W CC* QD i- 0: : Z:• •�/� 4t _T k 8'-0" HDR. HT. If 318" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. Rear Elevation "A SCALE: 1/8" = TV (1107) 1/4" = T -Q" (22x34) ATTIC VENT CALLS: (2017) FLORIDA BUILDING CODE (6TH EDITION) R806. MIN. 40% - MAX 50% OF REQUIRED VENTILATION TO BE IN UPPER PORTION OF ATTIC SPACE AND THE BALANCE TO BE IN LOWER PORTION (EAVES). MINIMUM NET VENTILATION AREA SHALL BE 1-5a OF VENTED SPACE. TOTAL VENTED SPACE: 2,047 = 6.82 SF. NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.73SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4 VENTS @.683 /PER VENT TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 5.82F. TO BE PROVIDED wl SOFFITS @ EAVE: 80.00 LF. 0 0.073 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% Roof Layout SCALE: 1/16" = T-0" (11x17) 1/8" = T-0" (22x34) ZI cf). Wi 0 v I n cWn W z 0 r a- 0 v I W V) W L1 W Of W cn W 0 W O cn Y ry 4 W c N .G t0 � u v 1 `°� o .- W CC* QD i- 0: : Z:• •�/� 4t Q� 0 �N E co U IL c co p N Ctip,� 00 EZ!,� 00CL cCO mw �Z �Z �g �a I` 0 u, W o� N W i � � Q 7 (n Q dl O ,..� a 0 �}.N V M CO M M „-� --- O 1 0 .. J M N ,..� M N � M J ,N J C Q _ N � O - c'a 41 0 z �_^ C) v M 00C 00 N _ a V f'-1 Ln 1-1 C M Q fa O C .' LA o. > -a 5 © C Q w Ln 0 a a `i I`IIIlilllln L) ! 1 s 5 Li D Z C ISSUE DATE 01/24/2018 _' T 'REVISIONS z PROJECT: 18-0118 SCALE: AS NOTED DRAWN BY: JML & JFT-- DESIGNED BY:wMJS ELEVATIONS "A" 03.A -- ti N co o a� or , c� l iUl/ill// 0``,w1il �.•''• est P. •°. T LL! /N• r OD V ° .® C:) �- �t o M O U C cn t� r, (o N ' d7 N > �M aU)CNCD p _c C,� ,.� N. N C0ff �- Lo ,M x coLL m� z �g � a E O 0 M E u a D V C t D 3 G C L L > L C > V) Q Q •" CL o N ro faL V ■ A C E u - c: a..., o J > z 0 c D CO D Co N — � O — f .4+ V / Q M � i 00 N N H M 6A C � � O i O N_0 > p N C o C < w O a 0 I z � c � ` I Li 2 D z ISSUE DATE 01/24/2018 REVISIONS PROJECT:18_-0118 7 SCALE: AS NOT DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "A" 04.A o r - O M p � U J N LL c tm (11 C ai. N CD "o Q,cm04 N c3U)Nco 0 N �... O L= 0 0 0 Eto M �r .c � co Q a. u - C a rnw z w a E o� z oE in w w U 0 0 W 0 cn Y O u- N �{ E cn W M zM ca-afo (n 'Ln. 0 O � w N fu x w � w � O � J Z: K m O F- V) � O N fu ,4 C cr (j M LI:e 00N a u .O N LA Q 4- C M OU)O ro C w O m o O C O •..r z ¢ w Q W LA a. m w Sm 0 z w o co ISSUE DATE 01/24/2018 w REVISIONS g PROJECT: 18-0118 z SCALE: AS NOTED z DRAWN BY: "LL -JAIL & JFT - DESIGNED BY: MJS ELECTRICAL LAYOUT 05 111 Illy) -] T-11 1111 M1J':Hll i I I ''L 1 ! -- i N Lj LJ n L� LiQ �CL L L LJ nz LJQ �o 2Q F_z m C) >- �w s� >-w aQ _o �z Li Li Li0 _Q Li u� 0Q Lj c ,af xQ �r cz cQ LZ J J V 2 - - CONCRETE BLOCK HEADER OR STEEL LINTEL 7 PC EXP. STRIP PC ANCHOR �j STRIP GLS. BLK. PER PLAN PC PANEL REINFOR. SEALANT PC ANCHOR STRIP- �__ EXP. BOLT (2) PER ANCHOR MORTAR ASPHALT EMULSION CONC. BLOCK WALL 4 EXTERIOR FINISH PANEL ANCHOR CONSTRUCTION PC PANEL REINFORCING (TOP): USED IN PANELS OVER 2511S.F. IN AREA,IS EMBEDDED HORIZONTALLY IN THE MORTAR JOINTS BETWEEN EVERY OTHER COURSE. PANEL REINFORCING IS FORMED OF TWO PARALLEL WIRES, EITHER 1" O.C. (FOR USE WITH "THINLINE" SERIES GLS. BLK.) OR 2" O.C. (FOR USE W/ "PREMIERE" SERIES GLS. BLK.), W/ BUTT WELDED CROSSWIRES AT REGULAR INTERVALS. 4' AND 10' LENGTHS AVAILABLE. PC PANEL ANCHORS (MIDDLE): ARE USED TO TIE PITTSBURGH CORNING GLASS BLOCK PANELS INTO THE SURROUNDING FRAMEWORK WHEN CHANNELS ARE NOT USED. FORMED FROM 20 GAUGE PERFORATED - THEN GALVANIZED STEEL STRIPS, PANEL ANCHORS ARE AVAIL. IN 1[" WIDTHS X 24" LENGTHS. EXPANSION STRIPS (BOTTOM): MADE OF WHITE POLYETHYLENE, ARE INSERTED AT THE HEAD AND THE 3 STRIPS REPLACE MORTAR AT THESE POINTS TO CUSHION THE GLASS BLOCK AND ALLOW THE PANEL TO EXPAND & CONTRACT FREELY. FOR METAL CHANNEL OR MASONRY CHASE CONSTRUCTION, PC " _._ 99 4 4 EXPANSION STRIPS ARE AVAILABLE THICK X 4" WIDE X 24" LONG. FOR PANEL ANCHOR CONSTRUCTION, STD, 4" WIDE STRIPS ARE EASILY CUT TO 3" WIDTH, FOR 31" "PREMIERE" SERIES BLK., AND TO 21" WIDTH, FOR 32 "THINLINE" SERIES BLOCK. INSTALLATION NOTES: 1 THROUGHOUT INSTALLATION, KEEP THE WINDOW JAMBS PLUMB AND SQUARE. KEEP HEAD AND SILL LEVEL AND SQUARE. MAKE SURE HEAD AND SILL ARE NOT CROWNED UP OR DOWN. 2. CONSTANTLY CHECK WIDTH AT MEETING RAILS (i.e. DOUBLE HUNGS) TO AVOID "BOWED OUT' INSTALLATION. 3. APPLY GENEROUS BEAD OF CAULK ALONG INTERIOR SURFACE OF NAILING FIN ON ALL SIDES PRIOR TO SETTING WINDOW INTO OPENING. 4. PLACE 1/4" SHIMS AT SILL CORNERS AND SET WINDOW INTO SHIMS. CENTER THE WINDOW IN THE GLASSBLOCK DETAILS, OPENING ALLOWING A 1/4" GAP BETWEEN WINDOW AND FRAMING MATERIAL ON EACH SIDE. WHEN SCALE. N.T.S. INSTALLATION IS COMPLETE, THESE SHIMS MAY BE REMOVED. CHIMNEY HEIGHT 24" ROOF UNDERLAYMENT PER FBC 5. INSTALL FASTENERS (STRAIGHT, NOT ANGLED) IN EVERY OTHER FASTENER SLOT STARTING AT THE ABOVE ROOF WITHIN 10' R905.2:7 - MIDDLE OF THE WINDOW. FASTENER MUST BE EMBEDDED INTO SOLID WOOD AMINIMUM OF 1". KEEP CDX PLYWOOD OR O.B.S. WINDOW LOCKED UNTIL ALL SIDES ARE SECURED. PRE -FAB CAP LATH AND STUCCO \ ; 6. CAULK OVER FASTENERS AND ANY FASTENER SLOTS NOT USED. OVER CHIMNEY 7. CAULK OUTSIDE PERIMETER OF INSTALLED WINDOW. "J" METAL FLASHING 8. INSULATE AROUND PERIMETER WITH BATT TYPE INSULATION. DO NOT USE EXPANDABLE FOAM. THE USE -- -- HCDPL/R TYP. 4x5 BASE FLASHING OF EXPANDABLE FOAM WILL VOID WARRANTY. 9. FOR ANY INSTALLATION FINISHED WITH BRICK OR STONE, ALLOW 1/4" GAP AT SILL BETWEEN 7/8" STUCCO OVER PAPER ROOF COVERING PER PLAN STRUCTURE AND WINDOW. THEN, CAULK THIS GAP. BACK WIRE MESH U.N.O. 15/32" C.D.X. OR 7/16" O.S.B. (MIN. 10. CAULK GAP BETWEEN INSTALLED WINDOW EXTERIOR PERIMETER AND J -CHANNEL (OR BRICK OR OTHER 1/2" PLYWOOD EXT'R. SHEATHING 2.5:12 PITCH) '' EXTERIOR FINISHING MATERIAL WHICH SURROUNDS WINDOW). ALL AROUND NAILED 8d @ 6 & 12 GALV. L -FLASHING ROOF UNDERLAYMENT PER FBC 2x's @ 24" O.C. W/ HUGHEP NfF'35 ATTACHED TO SHEATHING FLASHING SEQUENCING: �_ �— -- - WHEN GREATER THAN 24" x 24". • APPLY BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER ALL OF ROUGH OPENING. 2x4 BLOCKING 2x4 BLOCKING • SET WINDOW UNIT: • APPLY 2ND BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER NAILING FIN AND BLDG PAPER:oll,- TRUSS @ 24" O.C. , • APPLY SIDE STRIPS OF SELF-ADHESIVE TYPE FLASHING. ...,,. % i f • APPLY 70P PIECE OF SELF-ADHESIVE TYPE FLASHING. � ROSS @ 24" C. ...r _._-- NOTE: , . ROOF COVERING PER SELF-ADHESIVE TYPE FLASHING IS A GENERIC TERM. SEE SPECIFICATIONS FOR MATERIAL TO BE USED. ..., - __..____.___.._�_._�— --� --- - -- PLAN ROOF UNDERLAYMENT � FIREi NG g 2x4 BLOCKING PER FBC R905.2.7 IMPORTANT. 15# FELT DRAINAGE PLANE METAIREBL FIRE OCKING ROOF SHEATHING ----__ IT IS THE RESPONSIBILITY OF THE OWNER OR BUILDER TO SELECT PRODUCTSIN COMPLIANCE WITH WOOD BASED EXTERIOR SHEATHING- OSB AROUND FLUE LINER. 6" MIN. LAP ON METAL APPLICABLE LAWS AND BUILDING CODES.. DO NOT USE MURIATIC ACID ON .HOMES AFTER INSTALLING THIS 2x4 #2 SPF OR #3 � WINDOW. THE ACID MAY DESTROY THE COIL SPRING BALANCE SYSTEM. WINDOWS WILL NOT BE UNDER 1 _ SYP STUDS @16" O.C. WARRANTY IF EXPOSED TO MURIATIC ACID. DO NOT LAY WINDOWS FLAT OR STORE IN SUN BEFORE 7/$" NOMINAL STUCCO THICKNESS i INSTALLING. ALL WARRANTIES NULL AND VOID IF ANY VERTICAL HOLES ARE PUT INTO WINDOW SILL AREA OF - ANY WINDOW. PAPERBACK LATH PEEL AND STICK TAPE %r METAL OR PLASTIC EXPANSION JOINT MANTLE ; DRAINAGE PLANE OVERLAP CONTROL BEAD FLASHING AND MEMBRANE STRIP OVER WOOD FRAME I MASONRY CONNECTION. j� MEMBRANE STRIP COVERING WOOD FRAME INTERSECTION UNDER EXPANSION JOIN EQUAL PRE -FAB FIRE BOX TO PROTECTO WRAP BT-20XL-9"WIDE. TO DAMPER \ \ f EXTEND 2" BELOW THE CMU 1/2" NOMINAL CEMENTITIOUS FINISH 18" NON-COMBUSTABLE MATERIAL FOR HEARTH \ \ FOUNDATION — ----- _. ( ... ___------__. i VALLEY RAFTER ( C SCALE: 3„ T V-0" 2 WND"OW FLASHING D20 STUCCO BOND BREA'r\//FLAS'H'ING DSME-FAB FIREBO/\FLA HIN DETAISCALE: E N.T.S.SCALE: N.T.S. SCALE: N.T.S. i N Lj LJ n L� LiQ �CL L L LJ nz LJQ �o 2Q F_z m C) >- �w s� >-w aQ _o �z Li Li Li0 _Q Li u� 0Q Lj c ,af xQ �r cz cQ LZ J J V 2 MASONRY WALL CONSTRUCTION 1, HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, ME AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A ENGINEERED LUMBER FIELD REPAIR NOTES GENERAL NOTES 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE 1. OMITTED REBAR 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF DRILLA 3/4" O HOLE MIN, 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR FOUNDATIONS THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS). INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TLE EPDXY OR EQ. FOLLOW ° SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95/o OF 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM DEFINED NDS SECTION 8 INCLUDING LVL PSL AND LSL LUMBER .1 ( ) FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO BEARING CAPACITY 2000 PSF 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE TERMITE TREATMENT VALUES AS FOLLOWS: 30" MIN. LAP SPLICE, HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. COLUMNS BEAMS STUD BEND). REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE E =1,700,000 Win' U.N.O. E = 2,000,000 Wine U.N.O. E = 1,500,000 Wine U.N.O. 2. STRAPS/CONNECTOR SUBSTITUTION FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT LIST OF REQUIREMENTS Fb = 2650 Fb = 3000 Fb = 2200 & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL CAST IN PLACE CONCRETE Ft = 1650 Ft = 1700 Ft = 1500 MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAYBE 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, Fc j 2 450 Fc Fc = USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO 2 5 0 Fv =.285 Fv = 285 Fv = 150 4. METAL STUD SUBSTITUTION ASTM A-615 GRADE 60 MIN. WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1 A CONDITION U.N.O. 5. OMITTED J -BOLT WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN CEILING CONSTRUCTION -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. DL = 14 PSF(TRUSS OVERBUILD) MIN. 7" EMBEDMENT. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24"' O.C. FRAMING U.N.O. -1/2"4" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND 2. 5/8" TYPE"X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. LIVING SPACE IS ABOVE THE GARAGE. 6, MORTAR JOINTS 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING MINIMUM FLOOR DESIGN DEAD LOADS: -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT, REINF. REQ'D) BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30 LAP EXCLUDING BEND MEANS AND METHODS -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON AT EACH END SHALL BE PROVIDED. CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) 7. SLAB ON GRADE; REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED COURSES FROM FND, HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, CENTER TO UPPER 1/3 OF THE SLAB. FRAMING PLANS /DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG BOLTS AND THREADED RODS SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING &SHORING OF WALLS AND -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 1. ALL BOLTS &THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. VERT. REINF. IN EA. CELL, CONT. PER PLAN. 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED ASUNDER STAIR PROTECTION 7. OVERHANGING CMU WALL FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF . -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRSSHALLHAVE WALLS, UNDER STAIR CELLS PER PLAN, OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. OR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH FOUNDATION FRO+1/2"-1-1/8", GROUT FILL FIRST (3) COURSES -FOR CMU M 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE (12.7MM) GYPSUM BOARD. IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, FOR EXAMPLE: ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS TAL FASTENERS ANCHORS AND NAILS ARE THE APPROPRIATE MATERIAL DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST MASONRY WALL CONSTRUCTION 1, HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, ME AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A PSI (fm = 1900 PSI) MINIMUM G50 ZINC COATING 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSL PRESERVATIVE WOOD TREATER. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. ASTM F1667 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK PREFABRICATED WOOD TRUSSES WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE 10 FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR POSITIONERS IN MIDDLE OF WALL SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. 9, EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" AND STRUCTURAL PLANS FOR MORE INFO. 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO DETERMINE UPLIFT AND REACTION VALUES, MEMBER AND PLATE DESIGN TO BE CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING TRUSS ENGINEER OF RECORD CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO LATEST EDITION OF ANSI TPI 1, CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ MANUFACTURER UNLESS NOTED ON PLANS EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF CONSOLIDATION. TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY WOOD CONSTRUCTION TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. 1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) DL = 7'PSF (SHINGLE TYPE ROOF COVER) 2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY DL = 15 PSF (LIGHTWEIGHT CLAY TILE ROOF COVER) GRADED "NoA/No.2" BY NLGA, OR BETTER. DL = 14 PSF(TRUSS OVERBUILD) 3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED" BOTTOM CHORD: DL = 5 PSF SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER. MINIMUM FLOOR DESIGN LIVE LOADS: 4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS. C) DECKS = 40 PSF D) STAIRS = 40 PSF 5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING) MINIMUM FLOOR DESIGN DEAD LOADS: SHALL BE SPF#2 OR BETTER U.N.O.. A) FLOORS = 15 PSF B)BALCONIES = 15 PSF 6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING GENERAL LOADING: (GRAVITY.OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. ATTIC WITHOUT STORAGE = 10 PSF 7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD ATTIC WITH LIMITED STORAGE20 PSF SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. GUARDRAILS HANDRAILS = 0 LB POINT LOAD / 50 PSF 8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL GUARDRAILS INFILL COMPONENTS 50 PSF SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER 1 GENERAL TRUSS BRACING &BLOCKING REQUIREMENTS AND NOT PROPERLY PROTECTED BY A ROOF; EAVE OR SIMILAR COVERING SHALL BE -ADDIT'L BRACING &BLOCKING PER BCSI-1 &TRUSS MANUFACTURER'S DWGS PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA DURABLE OR PRESERVATIVE -TREATED WOOD. RECOMMENDATIONS FOR MIN. 9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ROOF HIP/RIDGE RE 'D ALON SIDE T CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE TO PREVENT SHEATHING SPAN FROM. EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM BY OTHERS. EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE 12d TOENAILS EACH END. CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA, TRUSS HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND HSS2 STUD SHOES, TYP U.N.O. EQUALLY SPACED. FROM END OF TRUSS. "X°' BRACING TO START 20'-0" MAX FROM #1 HIP 11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING, SEEBCSI-63 SECTIONS 1, 2 AND 3 TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. -PERMANENT 2x4 SPF #2 (MIN.) CONT, LATERAL TRUSS BOTTOM. CHORD BRACING FOR EXAMPLE: ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SEX) DOES NOT. DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY ONE TRUSS SPACE (24")PLUS 6" MIN PAST BOTTOM CHORD. IS TO S TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS U1 STANDARD. AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT TABLE WITHIN BCSI-B3). WOODEN TOP PLATES. -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) - VALUE DENOTES SUCTION AREA O Q (+) 21.2 (+) 21.2 10 (-) 22.9 - 28.3 (+) 20.2 (+) 20.2 20 (-) 22.0 - 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 - 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" (+)18.4 7+717. (-)20.9 WIND PRESSURE/ SUCTION DIAGRAMQa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR ATYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS REGION. GLAZED OPENING PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE - RESIDENTIAL, CURRENT EDITION. INDEX OF DRAWINGS H SHEET SHEET TITLE S1 STRUCTURAL NOTES Jn(��(� �0UH711 Elr L S2A FOUNDATION PLAN Z w ° S2.1A DOWEL PLACEMENT PLAN W S3 FOUNDATION DETAILS N P N S4A LINTEL LA Z ° F S5A ROOF FRAMING PLAN ° W x .1 NOTES & CONNECTOR LEGEND W S5 ° Q SDI GENERAL DETAILS z SD2 GENERAL DETAILS - - J oa SD3 GENERAL DETAILS o SD4 GENERAL DETAILS ° W U.1 3: Z H U_ O O (F z LL O cn W w 0 -- O J W' < F- ``0\\\tlllll//���♦♦ MASTER UPDATES IN����,::...:;;iV,•,� w O e• .,.y.�a� U Z ' WT 0 A '1�j ; LLj oo NUMBER DATE DESCRIPTION INTIALS ? .w c= z _j z C O� 6 c`tn v0: O Q Cj 1 2/16/2017 CREATED ELEV A, B, & C (MID -FLORIDA LUMBER) DPa r-�6� � o 2 2/24/2017 UPDATED SHEET NAME FOR ROOF FRAMING PLAN DP " �'�'11��° O UPDATED SLAB NOTE TO READ 4" & LEGEND ON DOWEL SHEET TO `� z 3 3/10/2017 U DP ° READ GRADE 60 STEEL 05 o A BEDRM #3 & 4 PER ARCH UPDATE HG a A ° M� 4 8/28/2017 UPDATED WINDOWS T T FOR ELEVATION A D 17 CREATED OPTIONAL TRAY @MASTER SUITE DP I- W 5 9/25/20 PER WP -156 D z��Vp�'� C" - Q 6 10/18/2017 UPDATED WOOD BEAMS AT ENTRY TO LINTELS DP co co O z ca Z Z 7 12/14/2017 SHIFTED LAUNDRY/PANTRY WALL 2" PER ARCH UPDATE DP o .j COw Uti Uj 0 a-V.io>>�r. E PLANS HAVE BEEN UPDATED TO MEET FBC 6th EDITION (2017) 8 1/26/2018 HG v ry °tS � o cn N;$ RESIDENTIAL o (U w Z °> M 1 00 F- ^ c JU~p?-~o I=- III C f=U)20< Z407,,,2w o _ o=zwz E U OZF-WYO Z I" U <:) LL WF-�0LO O Uj ZM 0 _ U) OLL < (/) 2 Z - p CVS W r - o_ � z Q °� 0 J o o W W °z Q0 w = W J F- a W/� W aW' Z W. a z F- oLU o Q OA Z W 4t z Q M JL - F0 0 BLDG DESIGN: --- STRUCTURAL ENG: MCD W DRAFTING: DESIGN: --- H STRUCT: HG v QC CHECK: CC ( JOB No. PSQ-2180081 < SCALE: . AS INDICATED W DATE: - 01/31/18 ° w cry F - COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. V N I EM SYMBOLS LEGEND 0 INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. MONA 0196 FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 16-011 141-011 BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION). 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN, 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W(MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/6" PER FOOT AWAY FROM HOUSE. PAD 131-411 CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT WtAPPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP, LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS 50 FOOTING STEP, DOWN AND CORNER INFORMATION. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FORA MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND PAVERS 16. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE STOP --- CONTACT E.O.R. PRIOR TO CONSTRUCTION 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE CONDITIONS AND/OR LOCATIONS, CONTRACTOR TO FIELD VERIFY ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT REQUIREMENTS ARE MET. FOOTING SCHEDULE 2 12"x12"x12" dp wl #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W W 9 U_ WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" 00 BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. =ZT�. 24"x24"x12" dp wl #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 28"x28"x12" dp wl #5's EQUALLY SPACED EA. 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. !22 0- W°��z 30"x30"x1 2" dp wl #6s EQUALLY SPACED EA. 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. -- 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. �IS31�) (-)0'-4" 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. CD BARS & 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" dp wl #5's EQUALLY SPACED EA. LU 3O 9 MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. STRUCTURAL 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. W 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. ZY) 42"x42"x16" dp wl #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. (M iF0 1 48"x48"x12" dp wl #5's EQUALLY SPACED EA. S3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 2 48"x48"x16" dp wl #5's EQUALLY SPACED EA. WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp wl #6s EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 52"x52"x12" dp wl #6's EQUALLY SPACED EA. < 9> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN S3 S3 I BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w1#5's EQUALLY SPACED EA. 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. F03 BARS & 3" MIN. COVER TO EDGE OF CONC. 54"44"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. S3 60"40"x16" dp wt#5's EQUALLY SPACED EA. I WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN, COVER TO EDGE OF CONC. 66"x66"x16" dp w/#5's EQUALLY SPACED EA. I E—Lu MIN (10) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. F07 - 9 S3 I LO �(A F01 S3 Jill, ■ 3'-811 0'-0" FIN. FLR. 4" THICK CONC. SLAB W/ -I I FIBERMESH, OVER 6 MIL VAPOR ■Ir BARRIER OVER COMPACTED FILL. E� 9 nu O 000 .1 I Oo C 00, C 4 F03 IS3 o F01 F06 (-)0'-411 FO;� �S3 S3 1 LL L F 11 _0_5� 1! A-■ F 131-81411 16.0" �3 _ MF01 F1 180-811 S3 'F S3 S3 jo- m F01 ( (-)0'_)O. -4" I li 04 N S3 ice) _FO_2' 9 o PAVERS F02 ao IS3 4'-0" 6-811 8 J" 00 16F�13 er D10 LAY 2 4 ih 09*1 DO IV - 0 0. DO Ilk 161-011 11-811 811 81-411 V -81f 191-411 101-811 301-011 FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 2, PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION). 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN, 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W(MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/6" PER FOOT AWAY FROM HOUSE. 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT WtAPPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP, LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MFO9 AND MF10 ON S3 FOR STANDARD FOOTING STEP, DOWN AND CORNER INFORMATION. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FORA MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF STEMWALL. 16. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE STOP --- CONTACT E.O.R. PRIOR TO CONSTRUCTION 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE CONDITIONS AND/OR LOCATIONS, CONTRACTOR TO FIELD VERIFY ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT REQUIREMENTS ARE MET. FOOTING SCHEDULE co) 12"x12"x12" dp wl #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W W 12"x24"x1 2" dp w/ #5's EQUALLY SPACED EA. MIN (2) # 5 PARALLEL TO 24" SIDE @3" O.C. & MIN WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. =ZT�. 24"x24"x12" dp wl #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 28"x28"x12" dp wl #5's EQUALLY SPACED EA. 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W°��z 30"x30"x1 2" dp wl #6s EQUALLY SPACED EA. 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. -- 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. CD BARS & 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" dp wl #5's EQUALLY SPACED EA. LU 3O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. STRUCTURAL 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. W 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 42"x42"x16" dp wl #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x12" dp wl #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x16" dp wl #5's EQUALLY SPACED EA. WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp wl #6s EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 52"x52"x12" dp wl #6's EQUALLY SPACED EA. < 9> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w1#5's EQUALLY SPACED EA. 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 54"44"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 60"40"x16" dp wt#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN, COVER TO EDGE OF CONC. 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. z LU 0 05 Uj Z R. O U_ LL 0 (0 O C� D U IN'T F0 5; 0 re a. W Uj 0 (1) LLJ X :D CL 0 2 0 't 0 Q Q * a 0*0 0) LIJ !�? 0 LU 6 0 CL ILLI LL U_ 0 ®'�Aalr*11���� U) z 0 W 5; 0 W CL W =W) z F_ X F- 0 U. z 0 z 0 X 0 0 C4 F_ LU Q Q U LIJ z z z Lu 0 CL ILLI LL 0 X QC CHECK: C4 Uj U) FOUNDATION PLAN Q z 0 X QC CHECK: C4 Uj U) FOUNDATION PLAN Q SCALE: 0 1/4"=1'-0" z Lu r. CL a U) LU 0 0 Z O co 0W MI W — > z 2 W 3:0 > LU LLJ Uj co) j W W W W Z Yn - =ZT�. 0 W W°��z z -- (9 CL C") CD LU BLDG DESIGN: STRUCTURAL ENG:-,-, W DRAFTING: -DESIGN: -STRUCT: � 9 CD 7 A —COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LCC is strictly prohibited. X QC CHECK: coJOB No. FOUNDATION PLAN Q SCALE: 1/4"=1'-0" z Lu DATE: a U) LU � 9 CD 7 A —COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LCC is strictly prohibited. ...... ...... .__ .. ,,.... .___ __ I, .._. _... _ _ . _. _.. __. __. _. . '....._ _ .�.. - - -- -_ _ __, I h,._.,,,i � ��. �tl��� �:�����-V�����IE.�I✓J�1�L�.t_�9: 1 �I� j ' ll II -- - _ _. SYMBOLS LEGEND w ■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 Q CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) • INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 - CONT. FTG. TO TIE BEAM, J 1'-2" 3'-8" n6--4' 3'-811 1'-211 12'-8" 1'-4" Q 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT: z w II ■ ■ ■ ■ ■ ■ ■ INDICATES 450 CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. o: Z O N o - (1) # 5 @ TOP, BOTTOM zz LL &@24"O.C. ❑ I` ti 9VERTICALLY BETWEEN 2'-0" 8'-8" 3'-4" in COLUMN & MAIN = HOUSE CMU ❑ w - F p ■ ■ FILLED CELL 0 W ■ ■ ■ z PLAN VIEW J p II (1) CONT. # 5 FROMCD p TIE BEAM TO FOOTING O e U_ W Li Li H MASONRY WALL U- ■ ■ REINFORCING PER U (1) # 5 @ TOP, BOTTOM PLAN (TYP). O �OO l�J 11V IJ 11 ��Ql� &@24"O.C. '' 05 VERTICALLY BETWEEN u, COLUMN & MAIN o a Q HOUSE CMU / bo z ■ SECTION VIEW O J J d A_D_1 MASONRY COLUMN TIE IN ■ io 1/211 or,.a a. Uj CLIr- e 10 00 .� �0`f91t11111/// 0 W 6� z( _ O 00. _j J z i � • diso ool,� ®e®oo �VV�� O zom z ° 0 o U, IL A� a w z ■ c-----_---I ------.....I I V x00 II W �+ `I_ - G c O I I p I_jrn(�000 a a d Z 0 0 l I LCL. (D I— � 0 I I z< W U h W _J _j`D~E H pcpr- O J CL (D WN') I u C W Zd©Zj-uj 0o F- W Jp~t��-o 8 0 � ,,jZ d p?� Iii o I W F- Z. WLL p _ 0O z M p N ..1 L.. ■ ■ O ;Q 1 c.N z Q r______-_-----i �' Q "- __ -1 I 1'-2" 3'-8" 1'-10" co 0 LL ~ z W = W �. ° ■ � I3: J W W ■ LL! 2'-10" " 1'-2Q CY M � wig_ 0 i,Z p 0 � UJ W BLDG DESIGN: --- ■ • U STRUCTURAL ENG: MCD— W .DRAFTING:.. - -DESIGN: --- 1'-811 16'-011 11-811 11-411 71-411 A 2' I, -0" CJJ U-STRUCT: HG QC CHECK: CC 0 JOB No..._......._._— PSQ-2180081 SCALE: AS INDICATED w zWp DATE: _ -- 01/31/18 DOWEL PLACEMENT PLAN W 1/410= 1 1-011 S2m1A r COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transferof these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COp p Y I I I•I� �,IiiIV Z , I° i I ' I � '..,.: I �jl�� I i ', , '�.. _ _.., I I I I RING WALL HOLD BRG WALL BACK x BRG WALL PER FTG. T 1 #5 FROM FTG. TO IF BEA 2 Q 1 #5 FROM G 0 O MASONRY WALL SO GYP FINISH IS COUNTY BEAD BOND BEAM IN FULLY BOND BEAM IN FULLY : �� ABOVE - WALL PLAN AND BEARING FLUSH W/ GROUTED CELL. ° GROUTED CELL. SEE PLAN ANCHOR TO HAVE MIN. WALL SCHEDULE w 2 #5 BARS @TOP FOUNDATION BELOW 0 SPLICE TO BE MIN. 30" O SPLICE TO BE MIN. 30" (2) #5 BARS @ TOP 7" EMBEDMENT BELOW WHEN MONO DEPTH _ �� WHEN MONO DEPTH - LOWEST STEP OF MIN 5" CONC, SLAB PER w MASONRY WALL :�'�. EXCEEDS 26". IF a CONC. SLAB PER r, EXCEEDS 26". IF M CURB FOUNDATION PLAN 1 SEE PLAN DEPTH IS LESS THAN DEPTH IS LESS THAN FOUNDATION PLAN co "- w M SLAB PER 26", THESE BARS ARE CONCRETE SLAB PER 26"',THESE BARS ARE (1) #5 CONT. W/ 1-1/2 w M ti I CONCRETEI g COVER TYP, �' Q N NOT REQUIRED - a NOT REQUIRED cn z > g z FOUNDATION PLAN �� FOUNDATION PLAN w `_5 �d 2x P.T. BASE PLATE W CONCRETE SLAB PER a a O FOUNDATION PLAN #3 STIRRUPS @ ' - SEEPLAN�a' �• � . > �, a ° � . ° .. ° .d 48 O.C. WHEN ° _ a a. ra . _ °.. a •d a '� •• a '. d�,. � ° • a MONO DEPTH .4 a ^ a a d a a ° _ d.. a d . W d ' #3 STIRRUPS ° ' GRADEJ—' I _ ° I I-. I I'.' I'. I I Fr z d. d EXCEEDS 26", IF —I - ° a GRADE @ _ - _ ° ? °' — I I- t° ° ° ° ' — — _ — III ° 48" O.C. WHEN - P° — III a °' a z = I— p I — o Q DEPTH IS LESS I L— ° :a ..� — z _ I I= I — a • _— _—_ co — —I ' io - co - -III—III= -I O ---- - _ THAN 2611 I =T Z o MONO DEPTH I _ _ — = I I _ U # I I — — _1 _1 11 _ ° �IT II I I I I ^II __ 1 I' I—III I I-�- M EXCEEDS 26 , IF I — THESE BARS = = I hI I I �° �-'�I ° I I=1 I q DEPTHIs LEss !ITI I ...I�= o M I I - _ _811_ GIII _ --- — _ — ' �_ z ARE NOT REQ'D °° _I -T ._ - 11 -1 �:.. I I I I I=I I I1411 ITHAN 26 I I (1) #5 BAR CONT.I—_-- W/ 3 COVER TYP. 8 16THESE BARSK: 11 " " m I 01 (2) #5 BARS CONT. III— I I -III • , I ARE NOT REQ'D III—III I CLEAN COMPACTED W/ 3" COVER TYP. �" CLEAN COMPACTED (2) #5 BARS CONT. — — FILL @ 95% STANDARD CLEAN COMPACTED (2) #5 BARS CONT. V 11 11 11 11 Q tlll 11_411 FILL 95%STANDARD 11 811 1'-411 DENSITY _ FILL @ 95% STANDARD 3" COVER TYP.. 8 8 1.0 : 8 @. W/ 3 COVER TYP. q 11 71 DENSITY DENSITY (2) #5 BARS CONT. W/ U_ ALL REINFORCEMENT SHALL ALL REINFORCEMENT SHALL 3" COVER TYP. CLEAN COMPACTED CLEAN COMPACTED MAINTAIN 3" CLEAR TO MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG FILL @ 95% STANDARD FILL @ 95% STANDARD z WHERE 2ND STORY OCCURS, FTG SHALL BE 1-4 WIDE Wt(3) #5 BARS DENSITY DENSITY GRADE AND 1-1/2 CLEAR TO SHALL BE 1'-4" WIDE W/(3) #5 BARS GRADE N EXPOSED CLEAR TO O WHERE 2ND STORY OCCURS, FTG WHERE 2ND -$ TORY OCCURS,3#5 BARS 0 Q ANY FACE EXPOSED TO 1 SHALL BE 1 8 WIDE W/(3) #5 BARS SHALL B W O WEATHER WEATHER O AF01�TYPICAL EXTERIOR FOOTING AFO)�TYPICAL GARAGE CURB FOOTING 0170))1NON-BEARING SLAB STEP DOWN AF0 DOUBLE STEP FOOTING F�0BEARING SLAB STEP DOWN o U oc cn 3/4"=11-0113/4"=11-011 3/4"=1'-0" 3/4"=1'_01' 3/4"=1'-0" W W W D O W It ItF- cn W CL J W M CGP ��eeuulllri��� I. c, 2x BRG WALL PER (1) #5 FROM FTG. TO PLAN AND BEARING TIE BEAM SPLICE TO WALL SCHEDULE BE MIN. 30" GROUT CELL SOLID 2x P.T. BASE PLATE SEE PLAN FOR CLEAN COMPACTED �� SHOWER SIZE 01 FILL @ 95% STANDARD It NOTE TO CONTRACTOR: ��N®`,� ®:...YJ>J� e,' Ill o_ ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR READ VERIFY W/ DETAILS FOR REQ'D o� •.. ••• N/ ,� L p dp FOUNDATION DETAILS SHALL TIE IN TO STEEL AT 2 STORY LOCATIONS STEEL AT 2 STORY LOCATIONS Z ••• ••.�iJ, i J Z ADJACENT MONO AND/OR STEM WALL C er+ �✓ ® ©e -j : Q FOUNDATIONS AS SPECIFIED THIS DETAIL. ®Z m; U Q Q J MIN. 24" BEFORE d° v o ¢ O� ® LLI 0 W z ANOTHER STEP °�' ° :: 'd Q �:�� z �' Gj Z Q DENSITY CONC. SLAB PER O c � a CONC. SLAB PER 8"x12" THICKENED 1 o. p �• a. ° : ° U 'sed �••'••..•..••• >" FOUNDATION PLAN �� ? OPTIONAL CURB BY FOUNDATION PLAN SLAB W/ (1) #5 CONT. 6 :; ' 'L eeee� m U_ W/ 3" COVER TYP. ? _ a a a . i 11111111eee�` #5 CONT. O r - BUILDER O a.. a °; p ' a . �° . z L11" P. ' a +.' oC z �, � d �w �. �:..� w a a REINFORCEMENT o 18 M CONC. SLAB PER w - a SEE ..... II r - r. GRADE w D A. I d• FOUNDATION PLAN a i . FOUNDATION PLAN _ ;•r r a' _ �' ° a " A.r' 05 U o a d a FOR QUANTITY 0 I _ O . e .:. .. u'.. ,'• . _ I I _ I — �- a ° e • a a— . fw' www �• .: r. .,. • •• ......• • a • • r:' I—I I ! - °' .va .. ° a • a a �i — .ter will• —. �. .I I—III I I r _ -� d '� a O g -1 I=1 Co • • I I; III � . ` ° . : • ' —_ III=III=1 I I I III a':. III=1 I I I .°. '... A 4. 111=11 I d - .a �. a 90 -DEGREE #5 HOOK GRADE ° - .`,.,'1 — - _ - a III III- BARS AT CORNER, OR ui _ I- --, I I I_I I I= _ a : d a , I �• a4 I. a n " I I—I I d .. a VERIFY PLAN DETAILS a d,' _ I I-1 I --I I III—III- III=11I a . a BEND CONTINUOUS #5 z 8 4 I I_ 11 " - I I- w .....r. .. �•a- . 1•d BARS AROUND =1 l A. a °.. _ I—III=1 :: $ I 18 I I I a. -� -FOR REQUIRED #5 ° 4 I-I I — _ I �,'iIII�I, w� -.--• °. �..r': - a. a ° Id m V =III III-III—I = = — — I_ --III— _ I . a III- CONT. BARS, MAINTAIN a A. : 4 CORNER. LAP REBAR (2) #5 BARS CONT. W/ o I_I ( .� .. ! I (2) #5 BARS @ TOP _ _ _ _ _ _ -I __ - I I�—� 3" COVER TYP. ° •�, ......Q...- a . PER DETAIL MD08 ON F- W o° _ 11 (�I 11— I I ; I 1—III-111 _ d' _ _ .: _ —. z 3" COVER TYP. 8" 811 811 811 11 11 ,.-I I I - =�w _- =__ —WHEN MONO DEPTH III—) I I — I I—I 1 I—I I I I—I I III I I I 11 III __I `III—I ,'.' a°. ° ° °d D �^I"' — _ EXCEEDS 26". IF -I III 16 MIN. 16 MIN. ° LINTEL PLAN ¢ Z =III III --1'-4" I I DEPTH IS LESS THAN 26", THESE BARS ARE VERIFY PLAN DETAILS III -1 I I.I I I�I I I BEND EACH CONT. #5 #3 STIRRUPS cr 48° NOT REQUIRED FOR REQUIRED #5 BAR AT STEP DOWN, w Z W W W O.C. WHEN MONO CONT. BARS. MAINTAIN OR INSTALL #5 HOOK O_ p U , I-- E DEPTH EXCEEDS 26 (2) #5 BARS CONT. CLEAN COMPACTED 3" COVER TYP. BARS FOR EACH CONT. �' 0� _ � °� WHERE 2ND STORY OCCURS, FTG IF DEPTH IS LESS W/ 3" COVER TYP. FILL @ 95% STANDARD (D Z ti rn c SHALL BE 1'4' WIDE W/(3) #5 BARS THAN 26" THESE BARS DENSITY BAR. LAP REBAR PER U �""" vi _ 04 ARE NOT REQ'D LDINTEIL MD08 L PLAN ON w z d O _' - (0 m 4FOkFOOTING AT INTERIOR BEARING A�F�OFOOTING @ SHOWER AT MASONRY AFO*THICKENED EDGE AFO TYPICAL STEP FOOTING DETAIL AFIII'�TYPICAL CORNER BAR DETAIL (TOP VIEW) ° °o '91� I 11 11_ 1 11' � F- W �. Yw O 3/4 1-0 3/4 -1 -0 b7/411`11_011 3/411=1'-0' 3/4"=1'-011 _j z Q p ? Z o -1-� v = Z w E U � OZF-woo 0 U_ 8" 8 C.M.U. FINISH PER 811 CMU - W � P O In ELEV. FINISH PER ELEV. O W Z o FINISH FLOOR CONC. SLAB PER v = O U_ FOUNDATION PLAN d 2 FINISH FLOOR z z PENETRATING PIPE tV MAX. 4" PENETRATING w ti N'.. ':• e':. : a• a .•...' #5 LOOP. TIE (TYP.) a:' 9 O 11 •- • . ' , ., ' .: a' ° RADE PIPE. MAX 4 WOOD POST PER PLAN ' _ REFER = _ FOR SIZE AND BASE Q F'- cwi ® FILLED CELL PER PLAN " , q' -{- •� _ ' _ CONNECTION z " C� ".,' �°° FOR CONT.FOUNDATON PLAN TOP COURSE TO BE Q Z wrwl NOTE: AT FRENCH _ 411 in ? '.. FOUNDATION PVC SLEEVE MAX - ° _ '-' CHAIR BLOCKS. 0 Ilj DOOR LOCATIONS. _ CONTRACTOR TO M _ - INFORMATION 6" DIAMETER -I W H � ENTIRE BASE TO BE n VERIFY WITH DOOR GARAGE r, z °•a�.: ad — - FOOTING PER PLAN FILLED SOLID ? MANUF: FOR .a SLOPE FOOTING .PER PLAN I— SEE.ELEVATION A. - J _ ' I I =1 I I_I I CLEAN COMPACTED CMU BASE W/ 1) #5 = = W U) REQUIRED RECESS PVC SLEEVE - _III FILL 95% STANDARD VERTICAL @ EA. J W 4 • THRESHOLD PER MFRS. °' SPECIFICATIONS TOP VIEW 0 CORNER (FRONT VIEW) MAX 6" DIA. SIDE VIEW DENSITY CORNER. SEE PLAN zz W FOR BASE SIZE; BARS °' a. H Q Z. IL TO TIE INTO EXT. FTG. �. ° k°' ° THRESHOLD PER EXTEND SLAB OUT 1 1l2" AT CONC. SLAB PER BY TIE IN OR EPDXY �, ° z _ Q MANUFACTURER'S FOUNDATION PLAN GARAGE WALL CONNECTION �' .d . ' I' O I-• FRONT ENTRY DOOR& GARAGE CONTACT EOR FOR ADDITIONAL REVIEW '' - - U CY SPECIFICATIONS BEYOND (2) #5 x 4'-0" BARS m Q S co ENTRY SWING DOOR FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS W CENTERED AT PIPE PVC OR SCH40 SLEEVE THICKENED EDGE . '1 - w O 3/4"=11-011 3/4"=1'-0" 3/4"=11-011 v> F - WMR &ASSOCIATES LLC. An use duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COPYRIGHT MCD 2015: The information contained in this document is copyrighted. and is the. exclusive ,property of MONTA CONSULTING &DESIGN, OF y p , _ :4 ' ' 4 a a PENETRATION FOOTING PER MF08 ON °. 4 e a 4 w THIS SHEET BEYOND W o O CD Z Q CONC. SLAB PER W w DRIVEWAY BY a a4 ° d ° .Q w z M 11 FOUNDATION PLAN - BUILDER- CONCRETE _ _ a a a o a.' ° aa' . 4 CONC. SLAB OR da. C7 CL BLDG DESIGN: --- 4" - M OR PAVERS _ - III=III a ,. Q ° a _ _ — —_ j PAVERS PER PLAN PITCH d : �. °' ---►. d ' ° w ' M ° d Q ._ ° d GRAD (A STRUCTURAL ENG: MCD, DRAFTING: . ., :. : • .: • ; 'r SLOPE as I I I—I �I I " r- �'•d a' a .• .::°,� ;�•' .!, '•. °• e _ a I — 4 • . v d --III--I I--� - - I -- T " ' — I I - .. I —I I I — • :1 .•I— I I I SIGN: --- :.+r . PER DOOR MANUFACTURER ;: '.:; SLOPE EXT. SURFACE _=_ — __ TI (I — — ---I I =I I I� CLEAN COMPACTED — ° .. °� d I I -I I =_ _ ° • d a 00 - — I '° __ III=I I I- I a e "' ° ° — SEE FOUNDATION FOR _ d ° A ° " a H -STRUCT: HG -- --- -- ., OR GRADE 1/8" PER _ ; II(= ( III-=) I I-1 I I FILL @ 95% STANDARD _ _■--�_—I _IIII_--III — — 4° ' ° I REFER TO =FOUNDATION -� PAD SIZE - ° I o �' °J. �' •. a '..a QC CHECK::a CC JOB N0, PSQ-2180081 FOOT AWAY FROM III _I —III III DENSITY 811 x 8" THICKENED I— — — — _ PLAN PIPE PARALLEL TO FND ; (hI=I III III— I I`�I 'FOR CONT. a . . I: CLEAN COMPACTED _ _ a �. - �,,� .. - �... a I �- (/) J I BUILDING 1/2" FIBER EXPANSION 411 811 11 EDGE W/(1) SEE FDN, I I I PLAN FOR FOUNDATION FILL @ 95% STANDARD „ . 4' ° ° d • '• DENSITY rI I- Q SCALE AS INDICATED AS REQUIRED W/ 3 C TYP. III I� SIZE & REINF. INFORMATION I — — F- w ___.._. DATE: 01/31/18 F1 EXTERIOR DOOR POURED SILL fiF 1 THICKENED EDGE @ GARAGE DOOR Ai�lTYPICAL FOUNDATION PENETRATIONS PIPE PERPENDICULAR TO FND *Fl�\FOOTING @ ENTRY MASONRY COLUMN W 3/411=11-011 W 3/4"=11-011 3/4"=1'-0" 3/4"=11-011 v> F - WMR &ASSOCIATES LLC. An use duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COPYRIGHT MCD 2015: The information contained in this document is copyrighted. and is the. exclusive ,property of MONTA CONSULTING &DESIGN, OF y p , __ H GROUT LEVEL !, THE U AT CORNERS PRECAST"U" METAL LATH OR WIRE SCREEN PRECAST LINTEL LOAD TABLE GENERAL CONCRETE LINTEL SCHEDULE WITH TOP OF BLOCK OFROR PROVIDE LINTEL W/ 3000 OVER COURSES NOT REQ'D APPROVED LINTEL MANUFACTURERS: LLI PROPER TRUSS L STANDARD #5 psi CONC. PER TO BE FILLED. (SHEET METAL LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING CASTE -CRETE, QUALITY, LOTTS, &POWERS STEEL SYSTEM BEARING (MIN 3") APPROVED MAN CAST -CRETE QUALITY PRECAST CO. LOTT S CONCRETE POWERS STEEL Q HOOK BAR. LAP LINTEL PLAN. IF & PAPER FELT PROHIBITED) I OTHER BARS INTO REBAR IS TYPICAL TRUSS ANCHOR PER PLAN STANDARD LINTELS STANDARD LINTEL NOTES CORNER AS REQ'D INDICATED IN PROVIDE SCREEN WHEN BLOCK BELOWCLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24-1 B / 8F24-013 8F32-1 B / 8F32 -OB LINTEL, #5 TO BE HOOK PER IS NOT REQUIRED TO BE FILLED 1. AREAS OF BLOCK ABV, MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. HOOKED INTO MpOg 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 SIDE VERTICALS ' STANDARD 90 DEGREE HOOK 2'-2" 1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2• (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY a° ° . d °• d 2'-8" 1343 2693/2561 6113/3820 8974/5961 1000078107 OPENINGS. U.N.O. s4'.,:.- ° ° ° d'' " »�- a TYP. BOND BEAM 8" x 8" x 16" K.O. 3'-2" 1217 2165 / 1969 6113/2931 8672 / 4576 10000/ 6224 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO z d� �.,• -• ..�. .,.� - :.-- •...: w . - HAVE MIN. 8" BEARING EA. END p d'° ° , •° o.a ° < e ;. I-- LINTEL BLOCK FILL W/,3000 psi CONC. 3'-4" 1006 1663/ 1349 5365/1999 7342/3123 10000/4249 05 W/ (1) #5 DIA: REBAR 4'-0" 860 .1651/1349 5365/1999 7342/3123 10000/4249 4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN ..� • ` ° p," O 4'-6" 710 1423 / 1105 4360 / 1631 6036 / 2549 8328 13470 INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT Z °° 4 g w W z 5'-2" 570 1232/1232 3480/2580 8360/3586 8825/4592 ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. .. d r... ' d O o w 6'-2" 488 991/991 2661/2143 5681/2698 6472/3685 w ° ° "' ~ 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD `� ° d a N o o. 7'-0" 416 752/699 1843/1625 3486/2602 6390/3302 CIL �I I BOTTOM STEEL IN LINTEL IF ° ° I'° Z v O 0 W 8'-0" 354 726/699 1843 / 1625 3486 / 2255 6205 / 2885 CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ° INDICATE SHOULD HOOK INTO ADEQUATE FOR THE LOADS. W VERTICAL CELLS PER MD08 a ° 9 2 315 618 / 535 1533 / 1247 2781 / 1946 4754 / 2489 ° d r 101-011292 567/454 1366/1277 2423/1770 4006/2263 6• G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.Q. SPECIFICATIONS ON PLAN, DIMS w ! •:-a°'�' aSHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY s W !� ROUGH OPENING PER PLAN --' ----- ' _ d 10 -8„ 277 492/352 1254/1132 2193/1567 3552/200 3 ol WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. D 11'-2” 255 4711352 1075 / 1075 1838 / 1567 2883 / 2003 w ° a ' . STD. 90 DEGREE ANGLE 3000 psi 12'-0" 239 418/297 1075/1045 ' 1838/1446 2883/1848 ' 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL ' 0 IA CONC. W/ (1) #5 DIA. REBAR 12'-8" 0 369/261 1002/984 1697/1361 2630/1738 SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS L) W 11 7 / 0 1676 0 13'-4" 0 328/0 1234/0 1779/0 2662/0 "LENGTH LAP SPLICE z I� LAP SPLICE 1 A' B C , ' D A „BLENG 8" x 8" x 16" CMU U"N.O, 14'-0" 0 292/0 1160/0 1660/0 2439/0 MATERIALS 91/4 o #4 21/2 5 5/8 91/2 20 3 55/8 121/2 ° #5 31/8 7 16'-0" 0 284/0 950/0 1379/0 11 7 / 0 1676 0 13'-4" 0 328/0 1234/0 1779/0 2662/0 "LENGTH LAP SPLICE z I� LAP SPLICE 1 A' B C , ' D A „BLENG 8" x 8" x 16" CMU U"N.O, 14'-0" 0 292/0 1160/0 1660/0 2439/0 MATERIALS 91/4 o #4 21/2 5 5/8 91/2 20 3 55/8 121/2 32 #5 31/8 7 16'-0" 0 284/0 950/0 1379/0 1997/0 40 #6 1 33/4 18_1 14 30 41/2 INDICATES FILLED CELL FROM FTG. TO TIE ' " 48 #7 1 43/8 / 1, fc PRECAST LINTELS = 3500 PSI. 35 m 9 13/16 21 3/41 BEAM W1(1) #5 BAR W/3000 psi CONC. SEE 18-0 0 211 / 0 750 / 0 7 d °•.�•. I• MD08 FOR LAP INFO. 18'-8" 0 142/0 598/0 1114/0 1468/0 2. fc.PRESTRESSED LINTELS = 6000 psi. p ° 20'-0" 0 180/0 598/0 1024/0 1441/0 3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. PROVIDE CLEAN OUT OPENING @ GROUT 20'-8" 0 145 / 0 550 / 0 981 / 0 1376 / 0 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE U. FILLED CELL AND REBAR (TYP). MORTAR STRENGTH = 1900 PSI. °• WALL T OPENING TYPI AL SHEAR WA L SEGMENT 22'-8" 0 110/0 450 / 0 824 / 0 1147 / 0 = I JOINTS SHOULD NOT BE CUT RECESSED LINTELS -FILLED I-• 4' d 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW � :._ CLEAR OPENING 806 -1B/806 -OB 8014-1B/8R14-OB 8022 -18/8022 -OB SEE FOUNDATION FOR FOOTING RELAXATION. 7/32 WIRE PER ASTM A510. O 2'-4" 1694/1694 3725/3280 5499/5421 z n ,� n �� n R'93 I A 2'-8" 1425/1425 3343/3280 4933/4933 LINTEL DESIGNATION SCHEDULE O O U 31-0" 1230/1230 2769/2769 4085/4085 31-4" 1081/920 2769/1716 4085/2839 F = FILLED WITH GROUT O / LINTEL 4'-4" 846/833 2121/1716 3127/2839 MARK U = UNFILLED a ' 5-4" 664 / 572 1761 /17121 2595/ / 2595 O REQUIREMENTS 6'-4" 526/434 1539/1539 1329/2267 R = ECESSED 2. 1711 WITH GROUT w TYPICAL MASONRY CONSTRUCTION 7'-4" 480/322 1334/1334 1964/1552 a 806-0B/1T Q QUANTITY OF #5 REBAR @ o BOTTOM OF LINTEL CAVITY 3/4"=1'-O" 8'-4 415 / 235 1152 / 1152 1694 / 1552 0 8F8-013/1 T 8F16-1B/1T Q 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER (D 8R14-1 B/1T �-- QUANTITY OF #5 REBAR AT TOP 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. NOMINAL HEIGHT 13) POWERS STEEL LINTELS MUST ALWAYS BE FILLED. 8F16-1B/1T E TYPE DESIGNATION NOMINAL WIDTH a ®e``v`e,tsrt°'a ®®e�®`� W SEE PLAN FOR TOP OF WALL AND LINTEL INFO 0 :: ' • ; ALL GE F 1-1/z" CLEAR ` .°° '••� ..:, .., . •. . ,.. ••. �. ;'... SEE DOWEL LAYOUT WALL A' • PLAN FOR FILLED CELL V V LE t V D O 8F16-OB/1T p °®•� 6,.� � Q 'y INFORMATION, MIN. (1) c a Z -113/1T8F20 O �j :.. IS REQUIRED ON - O ¢ - rs ' ® p; NTEL PER PIAN.. EITHER SIDE OF INTERIOR/EXTERIOR _ #5 REBAR AT TOP MIN. (1) REQ'D W W w �..,•....:. , :,• <., ;.. _: tir ,..`..: ;: ' .,•. f' = 1 '- T.O.M. BEARING WALL (OR LINTEL w 8F20-OB/1T U H ,,Zts.� k LLI `C OPENING U.N.O. 0 O <(¢ C.M.U. 0 - IF -�°'•®, *` REFERENCED ON SHEET _ z®i d ••,•»..•®' Z TRANSOM OPENING . ; . = 11'-4" T.O.M. S4), VERIFY HEIGHT W/ O 8R22-1B/1T g GROUT '�i®s� * pl �'` °� p ARCHITECTURAL PLANS 6 O ° � 3'-0„ 31_0„ 12'-8., = HATCH INDICATES z #5 REBAR AT BOTTOM OF LINTEL KNEEWALL, TOP @ 11'-4., U.N.O. 8F24 -113/1T CAVITY O .' FRAME INFILL AROUND 08R22 -OB----- - BOTTOM REINFORCING PROVIDED z (2) 2x8 SYP #2 P.T. WOOD HEADER /1T WINDOW BY BUILDER 7-5/8" ACTUAL IN LINTEL (VARIES) TURNED SIDEWAYS. ATTACH (2) 2x8 OM 8" NOMINAL WIDTH> SEE WF01/SD3 FOR SYP #2 P.T. HEADER TO MASONRY 8F24-0B/1T o O MORE INFO + 1 WALL W/ SIMPSON HU28-2 OR HUC28-2 81.0„ O o FILLED n� A ° 'N N HANGER @ EA. END. USING (14) 1/4" `� O 8030-16/1T 5 * a <•.:• DIA. x 2 3/4" TAPCONS & (6) 10d NAILS w ., O 1-1/2" CLEAR INTO HEADER. NAIL EACH PLY AND 8F32,1B/1T U R EACH ADDITIONAL HEADER PLY W/ (2) O 8830-OB/1T O ° Ap D ;.,.:. ROWS OF 10d NAILS STAGGERED @ 6„ ¢ w OBJ O.C. AND MIN, 2" FROM ENDS. b _ #5 REBAR AT TOP MIN. (1) REQ'D Z Z O O 8F32 -013/1T '4 • Q ¢ z C.M.U. < Z ` O 0 8F38-1B/1T � J �" DOOR OR WINDOW OPENING ;: N °z ° v 8F12 -1 B/OT - z W ''' H NON -SHEAR MAX 4'-O" REFER TO DESIGN D _ a, _ 1„ E PLANS FOR REQUIRED V BOTTOM REWFORCING PROVIDED ¢ J 06 _j cn d `- 8 IN -FILL FRAMING c 8F40 -113/1T61 F 0 7-5/8* ACTU L IN LINTEL (VARIES) p W C� w z o M C DIMENSIONS O ch 8" NOMINAL WIDTH w z Q O J_j� 0 8F28 -113/1 T _ DO LINTEL W/TRANSOM DETAIL LED Iz' ~ Jo~opo8 xU 8F40 -OB/1T UNFIL = Z � v� � O W ,a• 11-011 F_ � o ¢ O �2w LLJ oJ ZzF OZ�WNJ Y_0 L 0U<�W< F ih Z 1-1/2" CLEAR o <C z _ W Ill H � O � i REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) GRADE 40 GRADE 60 BAR SIZE BEND0 "LENGTH LAP SPLICE BEND 0 H LAP SPLICE 1 A' B C , ' D A „BLENG #3 17/8 41/4 7 15 21/4 41/4 91/4 24 #4 MAX 4'-O" REFER TO DESIGN D _ a, _ 1„ E PLANS FOR REQUIRED V BOTTOM REWFORCING PROVIDED ¢ J 06 _j cn d `- 8 IN -FILL FRAMING c 8F40 -113/1T61 F 0 7-5/8* ACTU L IN LINTEL (VARIES) p W C� w z o M C DIMENSIONS O ch 8" NOMINAL WIDTH w z Q O J_j� 0 8F28 -113/1 T _ DO LINTEL W/TRANSOM DETAIL LED Iz' ~ Jo~opo8 xU 8F40 -OB/1T UNFIL = Z � v� � O W ,a• 11-011 F_ � o ¢ O �2w LLJ oJ ZzF OZ�WNJ Y_0 L 0U<�W< F ih Z 1-1/2" CLEAR o <C z _ W Ill H � O � i REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) GRADE 40 GRADE 60 BAR SIZE BEND0 "LENGTH LAP SPLICE BEND 0 H LAP SPLICE 1 A' B C , ' D A „BLENG #3 17/8 41/4 7 15 21/4 41/4 91/4 24 #4 21/2 5 5/8 91/2 20 3 55/8 121/2 32 #5 31/8 7 1113/4 25 33/4 1 7 1151/2 40 #6 1 33/4 18_1 14 30 41/2 81/16 181/2 48 #7 1 43/8 19 13/16116 1/21 35 1 51/4 9 13/16 21 3/41 56 a J C o a #5 REBAR AT TOP MIN. (1) REQ'D O W Z o LU O LL o U) w W '---TOP KNOCKOUT/ LINTEL BLOCK ¢ to g co O P 0� w _Q a• COURSE o CV m #5 REBAR AT BOTTOM MIN. (1) 0 !~- ti ^, REQ'D a -_- 16 GA. POWERS STEEL BOXED Q �•• a 7-5/8" ACTUAL LINTEL z Q 8" NOMINAL WIDTH Q Z -� 0 POWERS STEEL o W O LLT R Q N o Q GC u 1 o>W T-01' ►— SAFE LOAD TABLE NOTES _ = w cv) '�— LLI O 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED n W W co ,•.d d A. , „ F- LINTELS MUST BE REDUCED BY 2010 IF. BEARING LENGTH IS LESS THAN. 6-1/2"• SAFE .LOADS FOR ALL z ORECESSED LINTELS BASED ON 4" NOMINAL BEARING. Q MIN. �-/ �i 2. 0 = NOT RATED. H CY J 'Q o F 11,x„ 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. W d . 0,v 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR O a ,. ° a #3 = 2 % T.O.M. +' MORRO=5" ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING w O ilY Q� Z #4 = 2 %2 - - ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL, z AQ M �... Y d • ' ° ' $ = ° o. - ° #5 = 2 Y 2" 0 00 iio O " CL i1 L v— + .r.w. :' Q #6 = 3 7,_„ 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8 LINTELS ONLY. ° co a a' e w BLDG DESIGN: --- #7 = 3 %2' 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY C] q ..• ° MIN. O STRUCTURAL ENG: MGD NG THE MAXIMUM RESISTING MOMENTA D SHEAR D AWAY FROM THE FACE Q d .° _ CALCULATING IMU RE N AT - F 16'-0" S4 UJ DRAFTING: ,.g�� - SUPPORT. --- ° .. d . ' -DESIGN: 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. r STRUCT: HG U _ .44-.4 °,. 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT, QC CHECK: CC LAP SPLICE EMBEDDED STANDARD 90° HOOK STANDARD 1800 HOOK Cn JOB No. PSQ-2180081 0 REBAR SPLICE DETAIL SCALE: AS INDICATED � 3/4"=1 1-011 LINTEL PLAN W DATE: --. --01 /31 /18 1/811=11-011 V5 w S4Az --COPYRIGHT MCD 2015:.The information Contained in this document is copyrighted .and is the .exclusive. property of MONTA CONSULTING &.DESIGN, documents without the expressed, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transferof these p written consent of MONTA CONSULTING & DESIGN OF WMR & ASSOCIATES, LCC is strictly prohibited. Y I WALL LEGEND w Q 9'-4" T.O.M. - = INTERIOR/EXTERIOR = 10'-0" T.O.M. BEARING WALL (OR LINTELIF REFERENCED ON SHEET 11'-4" T.O.M. S4). VERIFY HEIGHT W/ r�T��� ARCHITECTURAL PLANS ?t HATCH INDICATES KNEEWALL, TOP @ 11'-4" U.N.O. w 0 C_ L c., c. V y V y v ■ ■ CJ WATERPROOFING BY BUILDER z 0 � n n � Q J1 w to w SEE C I-- CJ3T _ _ — FO CJ3 PLAN ROOF SHEATHING, z CL D NAIL PER PLAN O 0 CJ5T 1 CJ5 2x SYP#2 BLOCKING W I ,r 1 EAI.(END d TOENAILS w ❑ A5T I ✓�� I p PRE-ENGINEERED v W 1 I I ■ ■ EXTERIOR SHEATHING ROOF TRUSS WITH Ury A4T FO NAIL PER PLAN RAISED HEEL- SEE p F1 I I p - I FRAMING PLAN FOR D CRICKET PER ARCH PLANS SPACING m A3 L _---- ---- —�J BY BUILDER I/ 2x SYP#2 BLOCKING W/ (3) "- Uj A2 10d TOENAILS EA. END. r -I LL ■ ■ O Al cn 0 COUNTY BEAD F _ PRE -ENG. ROOF Al1A i 2x BRG WALL, SEE > O \ PLAN FOR STUD SIZE & TRUSS PER PLAN X SPACING. w SEE PLAN FOR w Al CONNECTION Ls. O -r J Al Q 6S SECTION @ DOUBLE BEARING _ Al W/ RAISED HEELS 3/4" = 1'-0" w Uj ``vooai►►►aaaaa�i���� Al U�� `Gjo••••sas®•••`�/tA z UJ �. © "a •• V� ��, Y O Al � C6., "z � w z� a- • pw LLi Q W a 2 :�j z .`� 0 Al ■ V �IS'�(7 •••••••••N••• !�� } O Al z ■ ° U All I0 ° w Z d �a Al ■ _,�.---------a i _ As J ------ ji Z ° _ G° A7 �pii ■ O CAW A8 I I z LU U w I -- O _jCD cn 8 A9 O f' UwO (60Z P) U. z. P z > J Op 2x4 SYP #2 BLOCKING @ 16 0 �.. J p O p } o 10 O.C. ATTACH EACH END TO I-- 8 TRUSSES W/ (3) 12d TOE -NAILS. _O cn_O�d';ca ATTACH BLOCKING TO WALL F=== _ ___=====a J Z <0 u i o 1 BELOW W/ SIMPSON DTC CLIP 1 A11 I I w tO O o=zwz E F- LL LU 0 ¢Q�= C.) 1..1 B 18 I -_ ----- ----- -I ¢ � © Ucow Zw B1 O BW1 zBW2 D0 a ,.,.., SDI B1 �- FT1U 1 a 04 w r„ ■ 4 J IL c, Q- 0 o r- 61 _ Y F0 2 11- $14D z Q O B1 5 CJ3B ■ Q Z. J BW2 r-- ---- p CJ3A O W 0 W ' 0 I I 1 I I C2 B2 D03 z @ 24 O.C. Di t_-_ ---- C1 w = W I N --� W B3 /-E] (Z F1 CJ3A✓�. CJ3A z W pVA Q z a CJ5 CJ4 ,��� rn '�1 CJA v U J 0 )� ;� 0 CJ3 e/i CJ3 Lo' z aMz M � l0 M U (n CJ -� -� (> U U U Cil W BLDG DESIGN: --- co STRUCTURAL ENG: MGD r w DRAFTING: U ' by ?V -DESIGN: --- F- STRUCT: HIS QC CHECK: CC JOB No. PSQ-2180089 Q SCALE: AS INDICATED H ROOF FRAMING PLAN.. DATE: 01,31,18 TSEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND 14��=1,_0,.NO: ES5A s. without he expressed, written consent of MONTA CONSULTING &_DESIGN OF WMR & ASSOCIATES LCC is strictly prohibited. -COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC'. Any use, duplication, or transfer of these documents t p y p HEADER SCHEDULE BEARING WOOD WALL SCHEDULE COLUMN SCHEDULE CONNECTOR SCHEDULE BEAM SCHEDULE TAG HEADER FASTENERS TAG STUD SPACING LUMBER SPECIES CONNECTION & FASTENERS UPLIFT CAP. (Pl� BLOCKING (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG S IMPSON CONNECTOR TYPE VALUES SPF(Ib) VALUES SYP(lb) TAG BEAM SIZE CONNECTIONS TOP BOTTOM (3)2X4 SPF #2 BUILT UP STUD COLUMN El HETA16 w/(9) 1 Odxl I" NAILS OR 2 H ETA20 W/(9) I Od X 1 J" NAILS FRAME TO CMU 1810 1810 B2x8 (2)2x8 #2 SYP WITH 1/2" FLITCH PLATE TO POST: SIMP. HTS20 OR MSTA18 TO BEAM:. SIMP. HUC48w/(14)16d&(6)-10d NAILS TO MASONRY: SIMP. HU48 OR HUC48 w/(6)1 Od NAILS & (14)4'x23' TAPCONS ON MASONRY: (1) SIMP. MSTAM24 H2x6 (2)2x6 #2 SYP Wl' FLITCH PLATE 2 1 ATTACH KING STUD TO HEADER w/(6) 16d NAILS 1611 SPF (2)12d TOENAILS (2)12d TOENAILS NO UPLIFT I MID-SPANO H2x8 (2)2x8 #2 SYP w/1" FLITCH PLATE 2 ATTACH KING STUD TO HEADER w/(8) 16d NAILS (4)2X4 SPF #2 BUILT UP STUD COLUMN - F2 (2)HETA16 OR (2)HETA20 (1)ply TRUSS (10)10d x 1 �'NAILS 1 I'NAILS (2)ply TRUSS (12) 16d X 2' FRAME TO CMU (1)ply 2035 (2)ply 2500 (1)ply 2035 (2)ply 2600 1611 SPF570 SP4 W/(6) 1 Od x 12" NAILS SP4 W/(6)O 10d X 111'NAILS 2 pif MID -SPAN D (2)2X6 SPF #2 BUILT UP STUD COLUMN H2x10 12)2x10 #2 SYP wl" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) 16d NAILS 16" SPF SP4 W/(6) 1 Od x I j'NAILS SP4 W1(6) 1 Od x 1 -1" NAILS 2 570 If -1 . PT. 3rd F -3] H10A w/(18)10d x 1 J' NAILS OR (2)ply TRUSS HIDA -2 w/(1 8) 1 Od X I NAILS FRAME TO FRAME H10A 1015 H 1 OA -2 1070 H10A 1340 H 1 OA -2 1245 B2x1 0 (2)2x10,#2 SYP WITH 1/2FLITCH PLATE TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP. HUC410 w/(18)16d & (10) 1 Od NAILS TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d NAILS & (18) -t"x2t'TAPCONS; (1) 4 ON MASONRY: SIMP. MSTAM24 E (3)2X6 SPF #2 BUILT UP STUD COLUMN H2x12 (2)2x12 #2 SYP w1'" FLITCH PLATE 2 ATTACH KING STUD TO HEADER w/(10) 16d NAILS 12" SPF (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN 4� F HTS20 w/(24)1 Od x 1 J' NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 1245 1450 (2)2X8 SPF #2 BUILT UP STUD COLUMN I H3.5x5.5 (2)1.75"x5.5" LVL ATTACH KING STUD TO HEADER w/(6) 16d NAILS 1211 SPF SP4 W1(6) 10d x 1-"' NAILS 2 SP4 W1(6) 1 Od x 1,12" NAILS 760 pif MID -SPAN Efl (2) HTS20 w/(24)1 Od x 1 �' NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 2490 2900 <8> (3)2X8 SPF #2 BUILT UP STUD COLUMN H3.5x7.25 (2)1.75"x7.25" LVL ATTACH KING STUD TO HEADER w/(8) 16d NAILS [6] H2.5A w/(10)8d 0)8d FRAME TO FRAME 535 600 B2x12 I (2)2xl2 #2 SYP WITH 1/2" FLITCH PLATE TO POST; SIMP.HTS20ORLSTA18 TO BEAM: SIMP, HUC410w/(18)16d& (10) 1 Od NAILS TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d NAILS & (18)-4"'x2t'TAPCONS ON MASONRY: (2) SIMP. MSTAM24 1210 SPF SP4 W1(6) 10d x 1j" NAILS SP4 W/(6) 10d x 1j" NAILS 760 pIf ird. PT. 3 <8> I (3)2X4 SYP #2 BUILT UP STUD COLUMN H3.5xg.25 (2)1.75"x9.25" LVL ATTACH KING STUD TO HEADER wl(10)BW6 16d NAILS - [7] MTS 12 w/(14)1 Od x 12" NAILS (AT EXT LOCATIONS INCLUDE 2 (3)12d TOENAILS) FRAME TO FRAME 860 1000 1611 SYP (3) 12d TOENAILS (3) 12d TOENAILS NO UPLIFT MID -SPAN 1 0 (2)2X6 SYP #2 BUILT UP STUD COLUMN H5.5xl 1.25 (3)1.75"x1 1.25" LVL ATTACH KING STUD TO HEADER w/(l 2) 16d NAILS [fl MGT w/(22)1 Od I" EPDXY ANCHOR w/SIMP. SET -XP EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 3330 3965 I 1611 SYP SP4 W1(6) 10d x 11 2" NAILS SP4 W/(6) x 11" NAILSO 10d 7 664 pif MID -SPAN (2)2X8 SYP #2 BUILT UP STUD COLUMN H3x12 (3) 2x12 #2 SYP w/ 1" FLITCH 2 PLATE BETWEEN PLIES ATTACH KING STUD TO HEADER W/(10) 16d NAILS 63.5x11. B3.5xl 1. 25 (2)1.76f'xl 1.25" LVL TO POST: SIMP. HTS20 OR LSTA18 TO BEAM: SIMP, HUC410w/(18)16d& (10) 1 Od NAILS TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(1 0)1 Od NAILS & (18)-t"x2z" TAPCONS 4 4 ON MASONRY: (2) SIMP. MSTAM24 F-91 HTT4 w/(l 8)16d x 2J'NAILS & I" EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT FRAME TO CMU 3640 4235 1611 SYP SP4 W1(6) I Od x 11" NAILS 2 SP4 W1(6) I Od x 11" NAILS 2 664 pIf Ird, PT. 3 0 44 SYP #2 POST HEADER SUPPORT SCHEDULE Fol I HGT-2 wl(l 6)1 Od NAILS w/ (2) 3„ ANCHOR w/SIMP. . NT SET EPDXY MIN. 12" EMBEDMENT FRAME TO CMU 10980 8910 OPENING SIZE SEE PLAN FOR WALL WIDTH JACKS @ EA. END KINGS @ EA. END 1211 SYP (2) 12d TOENAILS (2) 12d TOENAILS NO UPLIFT MID-SPAN<8> 6x6 SYP #2 POST F1_11 HTSMI 6 w/(8)10d NAILS & (4) J"x 24" TAPCONS FRAME TO CMU 1010 1175 V-0" TO 3'-11 " 1 1 <8> 8x8 SYP #2 POST B3.5xl 1. 875 (2)1.75"xl 1,875" LVL TO POST: SIMP.HTS20ORLSTA18 TO BEAM: SIMP.HUC410w/(18)16d& (10) 1 Od NAILS TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(l 0)1 Od NAILS & (18)4I'W"4 ' TAPCONS ON MASONRY: (2) SIMP, MSTAM24 1211 1211 SYP SYP SP4 W1(6) 10d x INAILS SP4 W/(6) 10d x INAILS 1 SP4 W1(6) 10d x 1�'NAILS SP4 W1(6) I Od x 1 -1" 2 NAILS 885 PIf 885 pIf MID -SPAN ird. PT. 4'-0" TO T- 11 " 8'-0" TO 9'-11" 2 2 2 3 12 LSTA18 w/(1 4)1 Od NAILS HEADER TO STUDS 1110 1235 <�> 3-1/2"x3-1/2" LVL COLUMN. E (2)LSTA1 8 w/(14)1 Od NAILS HEADER TO STUDS 2220 2470 10'-0" TO 12'-0" 3 4 3-1/2"x5-1/4" LVL COLUMN. 1611 1211 SPF SPF SP4 W1(6) I Od x 1 .1" NAILS 2 @ 32"o.c. SP4 W/(6) 10d x 1j" NAILS @ 24"o.c. SP4 Wt(6) 1 Od x I J" NAILS @ 32"o.c. SP4 W/(6) 10d x 1 ' NAILS @ 24"o.c.O 280 pif 380 pif MID -SPAN 1 MID -SPAN LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833p1f 928p1f STANDARD HEADER NOTES 1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN IS MINIMUM REQ'D, PER LOCATION. LARGER HEADER MAY BE INSTALLED WOUT APPROVAL FROM E.O.R. 2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. ATTACH STUDS TOGETHER FOLLOWING DTL, WF08/SD3. 3. NAIL #2 SYP HEADER PLIES TOGETHER USING: (2) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS. (3) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12 HEADERS. NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R. IF MEMBERS BUCKET INTO HEADER 4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING PER HEADER SCHEDULE. 5. IF MORE THEN (I)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL REQ'D. NAILS FROM 1st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS. 6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. 8. SEE DTL. WF09/SD2 FOR IST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT 2 STORY CONDITIONS, SEE 2ND FLOOR NOTES FOR MORE INFO. B3.5x16 ""LVL (2)1.75x16 TO POST; SIMP. HTS20 OR LSTA18 TO BEAM: SIMP. HUC410 w/(18)16d & (10) 10d NAILS TO MASONRY: SIMP. HU41 0 OR HUC41 0 w/(10)10d NAILS & 1 2 (18)"x2" TAPCONS 4 4 IM P.MSTAM24 ON MASONRY: (2) SIMP. <8> 3-1/2"x7" LVL COLUMN. ri 51 LSTA24 w/(18)1 Od NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1235 1235 3-112"x9-1/2" LVL COLUMN. 1 6] F MSTC28 w/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 STANDARD BEARING WALL W/STRAPS NOTES 5-1/4"x5-1/4" LVL COLUMN. -1 F MSTC40 w/ (52) 16d SINKERS CENTERED STUDS TO BEAM/GT 4305 4745 B5,25x16 (3)1.75"x16"LVL TO POST: (2) SIMP. HTS20 OR L5TA18 ON MASONRY:'(2) SIMP. MSTAM24 * U.N.O.FASTEN LVL PLIES TOGETHER USING (3) ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE 1. VERIFY w/PLAN FOR WALL SIZE, ASSUME 2x4 STUDS U.N.O. 2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO TOP AND BOTTOM PLATE W1 (3) 12d TOENAILS. 3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4. 4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R. 5. IF "BW'CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS. 6. MID OR I PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END. 3 7. BASE PLATE TO BE ATTACHED TO FOOTING USING I"' J -BOLTS OR EPDXY ANCHOR W/ WASHER@ 6" FROM EA. END OF BASE PLATE & WALL OPENINGS & AT 32" o.c. W1 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY ANCHORS. 8. DISNNATION ARE REQ'D. IF BRG. WALL IS INDICATED W/BW1, BW4, BW`7 OR BW1 0. THESE WALLS ARE ONLY SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TO BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT ATTACHMENT INDICATED IN THE BEARING WALL NOTES. 9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O. ON PLAN. 10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O. ON PLAN, 11, COLUMNS WITHIN BEARING WALLS w1UPLIFT THAT DO NOT SHOW A BASE CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE COLUMN. 12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR FURTHER REVIEW. 13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA. SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR (2)12d NAILS TO EACH FLOOR TRUSS. V 5-1/4"x7" LVL COLUMN. F181 LTT20B wl(l 0) 1 Od NAILS & 5,'EPDXY ANCHOR WSIMP. SET EPDXY MIN. 9 7" EMBEDMENT COLUMN TO FTG.OR CMU 1290 1300 X O7"x7" LVL COLUMN. 19 HTT4 w/(18) 16d x 2-21" NAILS Wt' EPDXY ANCHOR w/SIMP. SET EPDXY MIN. 7" EMBEDMENT -AT LVL / PSL COLUMNS USE (18) #10x1-1/2" SD SCREWS INSTEAD OF NAILS COLUMN TO FTG. 3640 4235 Y 3 1/2" X 11 7/8" LVL COLUMN B3.540 (2) 1.76'40" LVL TO POST: (2) SIMP. HTS20 OR LSTA18 ON MASONRY: (2) SIMP. MSTAM24 * U,N.O.FASTEN LVL PLIES TOGETHER USING (4) S OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. ACSIDE - 20] F (3)HTS20 w/(24)1 Od x I J'NAILS (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 5 1/41' X 9 1/2" LVL COLUMN 21 F MSTCM40 W1 (14) 16d SINKERS AND (10) 1/4"4-1/4" TITENS FRAME TO CMU 2420 2800 STANDARD COLUMN NOTES- ROOF NOTES: I 22] F SIMPSON HGUS 5,50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095 1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3. 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T. OR WOLIMANIZED. 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID POSTS. AT EXTERIOR CONDITIONS 4x4: ABU44 w/(12)16d NAILS & -t" EPDXY ANCHOR WMIN. 8 7" EMBEDMENT 6x6: ABU66 w/(12)16d NAILS & D" EPDXY ANCHOR WMIN. 7" EMBEDMENT 8 8x8: ABU88 w/(l 8)16d NAILS & (2) 5" EPDXY ANCHORS wl MIN. 7" EMBEDMENT 9 4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP AND BASE PLATE U.N.O. ON PLANS. 5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. STANDARD BEAM NOTES 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. 2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS FOR BEARING HEIGHTS. 3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX, OR AS OTHERWISE NOTED, 4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W1 SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2) 12d TOENAILS. 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FROM FLOOR TO CEILING. 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING ADDITIONAL LOADS: A) ALL CEILING HUNG SOFFITS AND SOFFITS WITH CABINETS AS SHOWN ON PLANS. B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS. 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS OF ALL HARDWARE BEFORE INSTALLATION. 8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCS1 1 (CURRENT EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO. 9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER. THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY TRUSSES 10. USE 6/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE, 11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT. OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD. 12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER THE CONTRACTOR OR A/C SUPPLIER. PUILDER NOTE: IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS LAYOUT ---- STOP---- AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU DBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST. NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS FRAME TO FRAME 3300 3965 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12" O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM 2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF 12d NAILS @ 6" O.C. (TYP, ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END) 4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS, 5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT WRITTEN APPROVAL FROM THE E.O.R. 6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS STANDARD CONNECTOR NOTES 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN. AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. HETA1 6/20 @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS SHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @ 24"o.c. OR 32"o.c.) CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. MAX. AND (2) AT EACH CORNER. 2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TORE SIMP. H10A FOR SINGLE PLY, OR HI0A-2 FOR 2 -PLY U.N.O. ON PLAN 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. 4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG, WALLS USING (3)12d TOENAILS. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN. 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP, HTSM16 @ EACH MISSED HETA16/20 STRAP LOCATION. IF DOUBLE HETA1 6/20 @A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM 16 STRAPS. IF UPLIFT IS HIGHER THEN 2100115s, CONTACT E.O.R. FOR FURTHER REVIEW. STANDARD NAIL SCHEDULE NOTES 8 CONNECTOR L E C E ND ROOF & EXT. WALL NAILING SHEATHING NOTES STANDARD NAIL GENERAL DIAMETER/ LENGTH ROOFS:5. ROOF SHEATHING TO BE 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE) FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6" O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND 6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE'0111 SPACED NO MORE THAN 24" O.C. GABLE ENDS: ALL SHEATHING TO BE MIN, 15/32" O.S. B. AND SHALL BE NAILED (1) ROW@ 3" O.C. AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS, EXTERIOR WALLS: SEE WF10/SD4 FOR MORE INFO.CONTACT NAILS: NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS. ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV- ATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL BE IN ACCORDANCE WITH ASTM A 153. APA SHEATHING NOTE: 24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END , WITH (3) 10d TOENAILS. 8d .131 " x 2-t" 2 10d .148" x 3" 12d .148" x FLOOR FRAMING NOTES 16d .162" x 41 GENERAL NOTES 1. FLOOR JOIST/TRUSS; HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO. 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. 3, GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE Is REQ, E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. 4. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO AVOID CONFLICT. 5. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. 6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE. FLOOR SHEATHING NOTES FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB(U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT (FLOOR TRUSSES). FLOOR NAILING NOTES NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ON EDGES AND 12" IN FIELD. 8d RING SHANK 3,, .113" x 29 NAILING NOTES 1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN INDICATED AS LONG AS IT MEETS OR EXCEEDS THE DIAMETER AND LENGTH INDICATED. I 2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS, MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. lw')� w0 U) z 0 0 X IL Ld F- W LL 0 z 0 0 _j LU w 0 z Cr. 0 z E LU U) 0 M 2 0 z 0 O z wz F<- 0 0 LU z 0 U) LU 0 (1) wW M F_ C0 F - z Uj a 05 "A U) COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LCC is strictly prohibited. cc 8_ ia V4 ILL.- ALTERNATE I ALTERNATE CONNECTIONS I.L.O. J -BOLT: PLAN �� �� SHEATHING PER _ STRUCTURAL 1. MIN. (6) 1/2 x5 TITEN HD W/ 3-1/2 MIN. EMBED. SHEATHING PLAN SHEATHING TYP. TRUSS TO FRAME FRAME PROVIDE STANDARD 2. MIN. (6) 1J2"ASTM 1=1554, Gr. 36 (OR BETTER) THREADED ROD W/4-1/2" MiN. TYP. TRUSS TO EMBED. W/ SIMPSON SET -XP EPDXY OR EQUIV. USE 2"x2" SQUARE WASHER c HOOK STD. CONNECTOR CONNECTION PER w _. ___...._._._ 2x6x12 P.T.SYR #2 TYP. TRUSS TO FRAME CONNECTION PER CONNECTION PER NOTES STD. CONNECTOR STD. CONNECTOR . •... .. •. CENTER BUCK .. :�I:'.. ^' : �...•.. °. ' °, ' '�: '�' .�... �__..._ ...__. .-... _ NOTES FRAME OUT TO BLOCK NOTES t;� 1/2" J -BOLT W/ 5 1/2" (2) 2x PLATE EDGE AS REQ'D FRAME OUT TO BLOCK " •• ". (1) #5 IN TIE BEAM ._ _: . EMBED. FRAME OUT TO BLOCK EDGE + 1 1/2,. 2x P.T. SYP #2 NAILER EDGE AS REQ'D �O WV VEAL OF OPENING W/ (1) 1/4"x2-3/4° (1) #5 BAR IN PRECAST MIN. LAST STUD OF LAST STUD OF z LINTEL 4" MIN. FROM TAPCONS @ 24" O.C. & LAST T KNEE WALL JOINING KNEE WALL JOINING -- (2) 2x TOP PLATE w .° FACE OF CMU 4" FROM ENDS STUD OF KNEE WALL O UP TO MAIN HOUSE UP TO MAIN HOUSE (2) 2x #2 SYP SEE PLAN 55 (2) #5's VERTICAL IN ANCHOR NOT PERMITTED TO BE JOINING UP TO MAIN HOUSE w ,, WALLS SHALL BE 2 2x #2 SYP 5EE PLAN WALLS SHALL BE FOR BEAM SIZE (ONLY GROUT FILLED CELL INSTALLED WITHIN 1-1/2 OF HEAD JOINT WALLS SHALL BE ATTACHED (2) 2x TOP PLATE ( ) TO MIN. (2) 2x FULL HEIGHT ( ATTACHED TO MIN. � FOR BEAM SIZE ATTACHED TO MIN. IF OPENING PROVIDED - MIN. (6) 1/2" DIAMETER J -BOLTS USING 2"X2"' SQ. (2) 2x FULL HEIGHT (2)2x FULL HEIGHT PER PLAN) o Z' WASHERS & 5-1/2" MIN. EMBED. ATEA. 2x6 P.T. DOOR WALL STUDS W/(2) -16d NAILS WALL STUDS W/ WALL STUDS W/ cv jl' ENTIRE COLUMN TO a _ ____ BUCK, EA. SIDE OF OPENING. FIRST ANCHOR @ 12" O.C. 2 -16d NAILS 12" 2 -16d NAILS 12" 2x4 SPF #2 KNEE WALL N .. BE GROUT FILLED w (BOTTOM &TOP) 8" MAX. ABOVE GARAGE F.F. & 6" O @ O @ W/ STUDS @ 16" O.C. 0 BELOW TOP OF BUCK. PA R MIN. 2x4 SPF #2 KNEE WALL I (2) 2x #2 SYP SEE PLAN O.C. O.C. W/ STRUCTURAL " U.N.O. C SPACE REMAINING ANCHORS L` 24" O.C. MAX WITH STUDS @ 16" O.C. W/ FOR BEAM SIZE 1/2" x 8" ANCHOR BOLT SHEATHING FROM o ' (1) #5 VERTICAL IN w_ @ NOTE: CONTRACTOR TO VERIFY MIN. 2x4 SPF #2 KNEE i OR TITEN HD @ 32" TOP OF WALL TO w GROUT FILLED CELL (IF -- w STRUCTURAL SHEATHING _ • • '• co t7 BUCK TO CMU ATTACHMENT ON BOTH SIDES FROM TOP WALL WITH STUDS @ O.C. & 6 FROM EACH BOTTOM OF WALL. W °.: REQ'D PER PLAN) i-- BUILDER FRAME .. w � LOCATIONS PER GARAGE DOOR Of WALL TO BOTTOM OF � 16" O.C. W/ � END ', ATTACHED PER w � MFR. S WRITTEN SPECIFICATIONS RADIUS AS REQ'D y' NAILING SCHEDULE 0 Q 0 > LL BEAM. ATTACHED PER STRUCTURAL 2x PT BOTTOM O NOTE: SEE MD08 ON w O w SHEATHING ON BOTH PLATE OTHERWISE SP2 CLIPS U 0° 45 DEG. BEVEL CUT NAILING SCHEDULE LINTEL PLAN J (p a ¢ OTHERWISE SP2 CLIPS SIDES FROM TOP OF FRAME R EACH STUDIO BEAM - O m Z., 2x6 P.T. SYP #2 BUCK BUILDER F PRECAST LINTEL O ABOVE AND SP1 CLIPS o -• m `t ¢ - END 1 1/2" ABOVE EACH STUD TO DOUBLE TOP WALL TO BOTTOM OF RADIUS AS REQ'D KNOCK OUT COURSE -� f ".1 GARAGE F,F., EA. SIDE PLATE AND SPI CLIPS EACH BEAM. ATTACHED PER EACH STUD TO :•.... •.J •; SECTION OF OPENING STUD TO BOTTOM PLATE NAILING SCHEDULE MASONRY WALL BOTTOM PLATE m 10 VERTICAL REINFORCEMENT DETAIL fib0 GARAGE BUCK DETAIL fiFO KNEEWALL AT DOWNSET BEAM' FO KNEEWALL AT UPSET BEAM FO KNEEWALL AT MASONRY WALL o J 1/2"=11-011 1 /2"=1'-0" (MAX. 170C) 3/4"=1'-0" 3/4"=1'-0" 374"=1'-0" LL w Z CONTRACTOR MAY ELECT TO BUCKET SHORT SPAN O 0 BEAM INTO LONG SPAN AS INDICATED ON BEAM z CL SCHEDULE. IF BUCKET IS INSTALLED THE SHORT SPAN O STRAP IS NOT REQUIRED. W PT. POST (AS NOTED) U) W EXT. AS NOTED _ 0 LAP BEAM PLYS AND O > NAIL AS SHOWN (5) J W 0.131 x 3 1/4" NAILS = LL PER PLY HTS20 CLIP FROM POST TO BEAM w EXTERIOR BEAM AS _j veVu111111111 rn NOTED PLAN VIEW @TOP OF POST °' "ON 4f �I� �t'zi w M PLAN (2) 2x TOP PLATE W/ 12d END NAILS TO LAST STUD SEE ROOF SHEATHING, SPACING PT POST (AS NOTED) G ��� `i . /�/ � _L ®es®®.® e.• �� 00 �. • s Lu 3/16" (3) ° a_ _„ TYPICAL TIE BEAM W/ 3000 psi PLAN NAIL PER PLAN (2) 2x BUILT-UP COL. ABU POST BASE z �;•� 6.••,2�j :, ci M,, ;,j Z x 2 1/4" ^� CONC. W/(1) #5 REBAR CONT. DOUBLE TOP PLATE 1x8 (AS NOTED) Q p ®� W �;Q * 0:LU 12" O.C. a a ' •e e_ . SIMPSON SP4 OR SP2 2x BLOCKING W/ (2) 2x TOP PLATE o 5/8" THREADED ROD w/ c�3 NUT SET IN ADHESIVE W a ®a ►- Z ov " C �: O _ STD HOOK 7 @ EACH STUD (2) 12d NAILS @ . o. y o% �c. q .� �. �'W �' °4 2x PT STUD OR ALTERNATE 1x PT • EACH END Lj 3/16" FURRING TO CMU W/ 2x FRAMING PER PRE-ENGINEERED SIMPSON LSTA30 W/ ° a SEE FOUNDATION u_ * * J rr o�,�* ROOF TRUSS - SEE (22) 10d NAILS (ALL Fill t <q FRAMING PLAN FOR CORNER CONDITIONS �� v I I , / PLAN FOR ADDITIONAL z TYPICAL FILLED CELL SPACING EXTERIOR SHEATHING STRAP AROUND �'� �, INFO p W/ 3000 psi CONC. SEE PLAN FOR NAIL PER PLAN TALLER STUD) SIDE VIEW @SASE OF POST co W/(1) #5 REBAR VERT. CONNECTION O U ° VERIFY W/ PLAN FOR 2x BRG WALL, SEE rCDO CORNER COLUMN FRAMING a SEE FRAMING PLAN FOR REQ'D LOCATIONS PLAN FOR STUD SIZE & LUBEARING WALL LOCATIONS. SPACING. MIN (2) 2x SEE FLOOR PLAN FOR CMU WALL AS REQ'D _ 8 SEE BEARING WALL I— z 1° PER PLAN UNDER GIRDER TRUSS MORE BRG. WALL INFO U o SCHEDULE FOR REQUIRED U.N.O. m U 7 9 CONNECTIONS, STUD SPACING; AND BLOCKING (4) EQ. SPACED J" TITEN HD ANCHORS W/ �--- PRE-ENG.TRUSS PER m I� 2x BLOCKING z �� - ©• REQUIREMENTS I MIN. 1 a EMBEDMENT FOR HOLLOW PLAN, 24" O.C. MAX Cl) BLOCK OR 3 1/2" EMBEDMENT FOR SOLID SIMPSON LSTA24 EACH (2) 2x TOP PLATE ROOFING MATERIAL < Z <C�m rl. M BLOCK. MAX. 6" FROM TOP AND BOTTOM STUD PER ARCHS w T W ATTACH 2x TO O W a w <- OR 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6" SEE FRAMING PLAN V i. 2x BRG WALL SEE PRE -ENG. ROOF 2 z W r w ti h:` FROM TOP AND BOTTOM AND 12" O.C. BUILT-UP W/O FOR CONNECTION OE _ 0 p U r- 1-- PLAN FOR STUD SIZE & TRUSS PER PLAN ROWS OF 10d NAILS � � :)BETWEEN CO T- SPACING. MIN (2) 2x STAGGERED @ 8 INFO p r• cs� PT BASE PLATE UNDER GIRDER TRUSS SEE PLAN FOR O.C. SEE ELEVATION O j (' w z a M U.N.O. CONNECTION TOP OF MASONRY w Z Q z> -uj c N m SEE ARCH PLANS FOR ~ J d ~ 10 BEARING/ SHEARWALL CONNECTION TO CMU fiFi*SECTION @DOUBLE BEARING fiFl STEP @BEARING FRAME WALL 0 o OVERHANG INFO W WU Q rr O< ui o 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" _j Z p Z Z wE, Z QQ?W= RE. ELEV. Q W ¢ a - FOR O.H. (1� TYP. SINGLE TIE -BEM O W `D Z p co W/ (1) #5 CONT. A a = o 0 GROUT SOLID Z U) .� w N LU O PRE-ENGINEERED - cr 0- PRE -CAST LINTEL PER PLAN OPENING WATERPROOFING BY BUILDER/ OTHERS WINDOW/DOOR P.T. P.T. BUCKFASTENER SCHEDULE SIZE TAPCONS SPACING # ROW 1x4 3/16" x 2 1/4" 12" O.C. 1 3/16" x 2 1/4" 191, 1x8 3/16" x 2 1/4" 12" O.C. 2 2x4 3/16" x 3 1/4" 12" O.C. 1 3/16" x 3 1/4" " 2x8 3/16" x 3 1/4" 1 12" O.C. 2 TRUSSES PER PLAN @ WINDOW PER > Q F- 24" O. C. MAX. DOUBLE 2x TOP PLATE FLOOR PLAN Q Z 0 TYP. TRUSS TO FRAME ¢ CONNECTION PER STD IF REQ D, PROVIDE p W 0 W O CLOSURE WALL w/ Q > CONNECTION NOTES PRECAST CONC. OR SINGLE TOP AND BASE °z > PLATE w/ 2 16d NAILS POWERS STEEL SILL - 11 EXT. SHEATHING ATTACHED �\ TO TRUSS. STUDS @ _ = W O Uj PER NAILING SCHEDULE FROM. I TYP. @ALL WINDOWS w I 24 O.C. & EXT. I— -�-� W TOP OF KNEEWALL TO BOTTOM W 'SHEATHING INSTALLED � o W OR SP2 CLIPS AT TOP AND SP1 �� .. OPENING SIZE AND PER NAILING PATTERN EXT FINISH PER PLAN Z ¢ 0. O NOTES: CLIPS AT BASE ARE REQ'D. � � . � �. I— Q Z LOCATION PER PLAN (TYP). 1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OFQ WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE ~ UCf -- 4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE .��., MAIN FLOOR O � Q MASONRY WALL PER OF BUCK. 2x BLOCKING CRICKET AS REQUIRED ELEV 0'-0" © O Z PLAN (TYP). 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR'LU EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO MIN 2x4 STUDS @ 16" CONC. SLAB ` `�. '. P.T. BUCKS PER STRUCTURE BY OTHERS IN THIS CASE. O/C MAIN SPAN ROOF SEE FOUNDATION — VERT REINF• BEYOND C� LL r— 3. ADDITIONAL 2x SYP #2 P.T.WOOD BUCK MATERIAL MAY BE ADDED TO 2x P.T. PLATE TRUSS PLAN FOR MORE INFO I I -T o BLDG DESIGN: SCHEDULE --- EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 1.0d x 3" NAILS I I� rA STRUCTURAL ENG: MCD STAGGERED @ 12" O.C. AND 6" FROM ENDS @EACH SUCCESSIVE BUCK. 1/2" x 8" A.B. OR TITEN HD @ 32" - --_ - MAX. 2 PLIES OVER INITIAL P.T. BUCK. O.C. & 6" FROM EA. END, (= MASONRY WALL PER -DESIGN: --- W DRAFTING: 4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME CENTER ON BASE PLATE41 I PLAN U-STRUCT: HG OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS UPLIFT CONNECTOR SEE FOUNDATION QC CHECK: CC (FASTENING) ARE MET: (SEE SCHEDULE) DETAILS FOR FTG INFO 5. MAINTAIN MAXIMUM 2 FASTENER EMBEDMENT INTO HOLLOW OR SOLID TOP KNOCK OUT co JOB No. PSQ-2180081 GROUTED CMU. COURSE W/ (1) #5 MASONRY WALL PER < SCALE: AS INDICATED 6. WINDOW OR DOOR INSTALLATION BY OTHERS CONT. PLAN F- QDATE: 01/31/18 10 2x BUCK DETAIL fiFl KNEEWALL ABOVE MASONRY WALL 4so TYPICAL ONE STORY CMU WALL SECTION 1/2 IW= 1 1-011 1 11=11-011 3/4"=1'-0" cn COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING&DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WIVIR &AS OCIATES LCC is strictly prohibited. SD1 q.. r.. _.... . ..._., ... - ___' __..-._ __.___ _ _ _ ...L4... ... ......_..,......._..__.w...., . _...,._....,.moi,_... .. WHERE 0. H. IS > V-0", DROP GABLES , SIMPSON HGA10 @ 48 SIMPSON HGA10 @ 48 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK w/ OUTLOOKERS @ 24 O.C. TO RUN 4'-0" MAX E ELEV. CANT. O.H. O.C. O.C. SEE ELEV. FOR NOTE: ALL GABLE ADJ. BAYS @ EA. DIAL. AS SHOWN. FASTEN BACK TO 1 ST COMMON TRUSS WITH BRACING IS TO BE ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ (3) '12d TOENAILS. CONNECT TO O.W. SIZE (2) ROWS 12d NAILS SHEATHING NOT REQ'D SHEATHING NOT REQ'D SYP#2 OR BETTER 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS DROP GABLE WITH H2.5 CLIP. MAX STAGGERED @ 12 TO BE CONT. @ THE TO BE CONT. @ THE REQ'D) 2,_01„ O.H. O.C. EA. FACE OR (3) TRANSITION FROM TRANSITION FROM ROWS 12d NAILS BEAM TO GABLE WALL TO GABLE X STAGGERED @ 12" TRUSS TRUSS CONT. 2x4 O.C. FOR 2X10 OR Q ' GREATER HEADER UO V H7 11 6LS/s L DOUBLE 2x TOP PLATE \ \ 2x4 DIAGONAL BRACE @ 48" O.C. TO 3RD BAY LSTA30 HEADER TO FASTEN SIDE WALL \ REQ'D w/ STUDS U.N.O. w BEAM PER PLAN SHEATHING PER PLAN.STRONGBACK, SEE (5) 16d NAILS \ DOWNFRAME TO BRACE TO \ CHART DOOR SIM`TO BLOCKING \ GABLE BRACING (+) WF01/SD3 N EXT. SHEATHING; \ SIMPSON H10A SIMPSON H10A ATTACH PER PLAN SEE CHART 2X STUDS TYP. z DIAGONAL TO BEAM DIAGONAL TO TOP z F= PLATE ATTACH JAMB STUDS PROVIDE 2x4 BRACE PER WF08/SD3 _ TO EA. ADJ. DIAG. STRONGBACK IF W BEAM CONNECTION FRAME WALL CONNECTION FASTEN TODIAG. REQ'D BASE PLATE TO BE _ w/(2) 16d NAILS. CHART ATTACHED TO FTG Q N USING 1/2" 0 J -BOLTS U � GABLE BRACING @ _ OR EPDXY ANCHOR @ O 48" O.C. NOT REG'D A GABLE END 6" FROM EA. END OF z 6' FROM EAVES SHEATHING BASE PLATE &WALL 0 FASTEN PERJ LAN. OPENINGS & 32" O.C. m W/ 7" MIN EMBED. & 2" o WASHER. AT SLAB CONTRACTOR TO FIELD VERIFY WHICH STEP DOWNS, EMBED. O CONDITION IS REQUIRED. CONTACT EOR MUST BE 7" BELOW U_ FOR ADDITIONAL INFO AS REQ'DDOOR STEP SIMPSON A23 @ EACH A35 DIAGONAL TO MAINTAIN 3 1/4" BRACE TO PLATE TRUSS BOT. CHORD GABLE BRACING + UP TO 4'-8" NO BRACE REQUIRED CLEARANCE BETWEEN 1/2" J -BOLTS w/ 7'-0" < H6 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H 4'-0" INSIDE FACE OF CMU WASHERS (MIN. 6" 2x4 SYP #2 BRACING @ STRONGBACK W/ (2) 2x4 BRACE w AND CENTERLINE OF AEACH EMBED) MIN. 6" FROM 24" O.C. FOR FALSE BM W J -BOLT END AND 32" ATTACHMENT w/ (3) 1 Od = O.C. MAX. z TOENAILS EA. END _j 2x8 P.T. PLATE, CANT. K, 2x TOP PLATE TO �I _j ° •• 2Zz s,. Y FOR CLG. NAILING z Y GABLE END W/ 16d IL o U co ©:w U, SURFACE .a m NAILS @ 6" O.C. SEE GABLE 4% fey mtZ" s, Q O„ " z o �L V PROVIDE 16d NAILS 0 FRAMING FOR FALSE GABLE END TRUSS TO F in ! 3 L50 V BRACING CHART H GABLE BRACING + UP TO 4'-8" NO BRACE REQUIRED 4'-8" < H:6 T-0" (1) 2x4 BRACE 7'-0" < H6 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H 4'-0" STRONGBACK W/ (1)2x4 BRACE 141-0" < 1-1616-13" STRONGBACK W/ (2) 2x4 BRACE GABLE 2x4 BRACE LEGEND SHEET FOR MORE WITH (2) 10d NAILS INFORMATION NOTE: REQUIRED NUMBER OF BEAM, I REQ w O 1 A2$ FROM KING STUDS PER THE HEADER a' HGA10 @ 32" O.C. PLATE O.C. MAX.. 10d NAILS @ EA. 2x4 BRACE IF REQ'D O �►1PP(�RT SCHFI]ULE ON TRUSS BRACE SEE CHART. DISTRAGONAL TO 2x4 STUDS @ 24" O.C. ONAL D TIE BEAM COURSE w/ DIAGON CMU WALL OR LINTEL (1) #5 CONT. w/ SINGLE BASE & TOP FALSE BM PER PLAN 10d COMMON NAILS @ \ BELOW PLATE w/ PLYWOOD IF REQ'D 6" O.C. SHEATHING COVERING 4 x W � oo OPENING P.T BASE PLATE w `rlllllllll/�®� m i-• CL NN Uj z O a U ° •• 2Zz s,. Y 00 o U co ©:w U, 0 Z1 SEE GABLE 4% fey mtZ" s, Q O„ " z = Q V CONNECTION DETAIL L50 V FOR IREQ'D SP4 @ BASE OF EA. W (n CONNECTIONS STUD U.N.O. SEE BEARING CL W WOOD WALL SCHEDULE ON G 2x4 ATTACHED TO EA. NOTES & CONNECTOR r.. O GABLE 2x4 BRACE LEGEND SHEET FOR MORE WITH (2) 10d NAILS INFORMATION NOTE: REQUIRED NUMBER OF BEAM, I REQ w O 1 A2$ FROM KING STUDS PER THE HEADER a' HGA10 @ 32" O.C. PLATE O.C. MAX.. 10d NAILS @ EA. 2x4 BRACE IF REQ'D O �►1PP(�RT SCHFI]ULE ON TRUSS BRACE SEE CHART. DISTRAGONAL TO 2x4 STUDS @ 24" O.C. ONAL D TIE BEAM COURSE w/ DIAGON CMU WALL OR LINTEL (1) #5 CONT. w/ SINGLE BASE & TOP FALSE BM PER PLAN 10d COMMON NAILS @ \ BELOW PLATE w/ PLYWOOD IF REQ'D 6" O.C. SHEATHING COVERING 4 x W � w `rlllllllll/�®� CL NN Uj U ° •• 2Zz s,. Y 00 o U co ©:w U, 0 Z1 4% fey mtZ" s, Q O„ " z = Q V CMU WALL CONNECTION CLEAR SPAN CONNECTION — GABLE VERTICAL •• ; •,.. �,� o �•- 2ND 2x4 BRACE IF * _ ••`i'��� '••.....••• Off``` x REQ'D, SEE CHART 'NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING*** A -A GABLE VERTICAL BRACING 2x6 2X CRIPPLES @ 16" O.C. z W/ SIMPSON SP2 TYP. 10d COMMON NAILS @ TOP AND BOTTOM IF c0 -n 8 O.C. HEADER IS NOT FLUSH 5 U SP4 TOP OF CRIPPLE AT AGAINST TOP PLATE d rGEO GABLE END @FLAT CEILING CONNECTIONS rGE0 GABLE END BRACING STRAP LOCATION WHEN STUD LENGTH _ a IS < 12" USE LSTA30 g , 3/4"=1'-0" 3/41-0„ STRAPS AT EA. STUD m WRAPPED OVER TOP vVj V PLATE & NAILED TO z� C HEADER EA. SIDE W/ o (11) 1 O NAILS ca Z SP4 TOP OF CRIPPLE AT 0 O W U)w STRAP LOCATION zW v W O ©.Jw!=E (2) ROWS 12d NAILS a 0 -, a ov 8 STAGGERED 12” O.C. U ..J cn z - N °' i EA. FACE OR (3) ROWS Z H z j J o • 12d NAILS STAGGERED = H O -' u- C° 5) • @ 12" O.C. FOR 2X10 t- LL 1 Up ~ o >- o 8 OR GREATER HEADER W umi tY O < •- c SEE HEADER _I Z Q O 3: 2 W SCHEDULE FOR w I-- o m z w z E HEADER CONNECTION z (.- OU ¢ � w Y = INFORMATION Q F— W Q W u<C o. I rr nn i'- O un O W �J Z LSTA30 HEADER TO U _ O O STUDS U.N.O. Q 0) z ..�.. FILLING AND BLKING o Cy r -•r---- th- AS REQ'D W/ (2) ROWS O OF 12d @ 16" O.C. TO HEADER UNO 2x4 SYP #2 BLOCKING „ „ 2X STUDS TYP' o � 0 @ 48 O.C. MAX. W/ (3) TRUSSES AT 24 O.C. 12d TOE -NAILS @ EA. SHEATHING PER TYP. NON -LOAD ATTACH JAMB STUDS 0 0 U O END. REDUCE ATTACH PER BEARING WALL PER SIMPSON DTC @ 48" STRUCTURAL PER WF08/SD3 p W I}r- •� SPACING TO 24 O.C. G SCHEDULE PLAN. STUDS@24" O.C, ATTACH W/ (6) 8d SHEATHING z a Q W 11 @ WALLS CARRYING IL BASE PLATE TO BEO.C. MAX. STUD y. ATTACHED PERLOADS SUCH AS - ACING TO BE NAILS (MAX. 4 NAILING SCHEDULE ATTACHED TO FTG _=CABINETS OR HEAVY SPVERTICAL GAP „JSHELVING REDUCED DOWN TO BETWEEN 12 LONG USING A J -BOLTS " �- Uj WSIMPSON DTC @EACH 16" O.C. MAX. @ BLOCK & TRUSS TYP. NON -LOAD 2x4 #2 SYP CONT. W/ DOOR EPDXY ANCHOR @ 6" oW LOCATIONS CARRYING BEARING WALL PER (2) 16d COMMON. OPENING FROM EA. END OF BASE � � � 0 - HORIZONTAL BLOCK BOTTOM CHORD/ LOADS SUCH AS TRUSS BLOCKING.) PLAN. STUDS @ 24" NAILS EA. STUD OR PLATE & WALL O.C./ _ F - LOCATION. ATTACH W/ CABINETS OR HEAVY O.C.MAX. STUD - REDUCE DTC SPACING TRUSS MEMBER, OPENINGS & 32 O (6) 8d NAILS (MAX. 4" SHELVING. TO 24" O.C. FOR � SPACING TO BE TYP. (MAX. 24" O.C.). 7 MIN EMBED PER BRG ?, W U) _ VERTICAL GAP WALLS CARRYING REDUCED DOWN TO IF MASONRY, SLAB STEP DOWNS USE (2) �-., -� WALL SCHEDULE. AT O , Q LOADS SUCH AS ; HOLD TOP OF `� 16" O.C. MAX.. @ 1/4" TAPCONS W! o O (� C) Z BETWEEN 12" LONG BLOCK & TRUSS NON -LOAD BEARING CABINETS OR HEAVY — LOCATIONS CARRYING MIN. 2" EMBED. @ 24" EMBED. MUST E 7" z LOADS SUCH AS O IZ� � O.C. `MIN. BELOW STEP D. r BOTTOM CHORD/ WALL DOWN 1-2 SHELVING F TRUSS BLOCKING.) BELOW BOTTOM OF CABINETS OR HEAVY w --- - TRUSS BOTTOM 2x BLOCKING x 12" „-_ - SHELVING. TRUSS OR ROOF P.T BASE PLATE o BLDG DESIGN: 2x BLOCKING x 12"'_ ._ LONG @ HORIZONTAL CHORD. LONG @ TRUSS SYSTEM STRUCTURAL ENG: MCD G LOCATION LOCATION FOR CLIP _._. BLOCKING WOOD/MASONRY = DRAFTING: -�=--- NOTE: CONTRACTOR TO NAIL -DESIGN: --- FOR CLIP ATTACHMENT, @ 48 WALL OR TRUSS, O.C. ATTACH TO WALL 1st KING STUD INTO HEADER @ f--sTRUCT: HG ATTACHMENT. ATTACH ST BASE OF EA. U SINGLE TOP PLATE W / PER HEADER SCHED. THEN _ TO WALL SINGLE TOP HOLD TOP OF SEE PLAN STUD U.N.O. SEE QC CHECK: CC MIN. (4) T NAILS. NON -LOAD BEARING ATTACH ADDIT'L KINGS AS BEARING WALL PLATE W /MIN. (4) 8d U) JOB No. _---PSQ-2180081 REQ'D. WALL DOWN 1-2" SCHEDULE ON NOTES & r NAILS. BELOW BOTTOM OF CONNECTOR LEGEND : SCALE: AS INDICATED SINGLE 2x TOP PLATE TRUSS BOTTOM SHEET FOR MORE INFO. z - ------_...- SINGLE 2x TOP PLATE CHORD. o DATE: 01/31/48 fiF2 NON-BEARING WALL (PARALLEL TRUSS) CD02 LEDGER @LOW ROOF AFO TYPICAL HEADER DETAIL W 3/4"=1 -0111/2"=1 -011 W coSD2z IN &DESIGN OF WMR &ASSOCIATES LCC is strictly rohibited. its copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MO TA CONSULT G y p COPYRIGHT MCD 2015: The information contained in this documentp p 0-4 BLOCKS, e) 16^', k ) NAILS @ EA. END. BLOCK ADJ. BAYS EA.DIAG. AS SHO' FASTEN ROOF SHEATHING TO BLOCKS w/8d NAIL Im All () C NOTE- CUT BACK 2x8 LINTEL (SEE PLAN) PRECAST LINTEL PER P.T. @ TOP TO ALLOW ---\ PLAN CONT. 2X4 BLOCKING NTHING PER PLAN AROUND CURVE. MIN, 7/16" O.S.B. EA. SIDI 2 TAPCON ANCHORS MASONRY WALL PER 2X8 SEE PLAN SEE TYPICAL HEADER FRAMING DETAILS FOR ADDITONAL INFORMATION (HEADER CAN BE EITHER UPSET OR DOWNSET) 2x8 W/ (2) 16d TOE 2x BLK!G. TO O.S.B. W/ WHERE O.H. IS > V-0", NAILS EA. END DROP END GABLE w/ j9kARCH PER ELEV (2) - 8d EACH END 2x W/ (2) 16d TOE NAILS U [MTV r5'[E,%L F - z OUTLOOKERS @ 24" 2x SPF CONT. HEADER PER EACH END LU O.C. TO RUN BACK TO BLOCKING ATTACH TO LOCATION 1ST COMMON TRUSS 7/16" OSB W/ (2) 8d (3) 1,6d COMMON Uj Le WITH (3) 12d TOENAILS. NAILS END VIEW W/ CMU NAILS (TYP.) CONNECT TO DROP GABLE WITH H2.5 CLIP. 7/16" OSB EA. SIDE, W/ HEADER (SEE PLAN) MAX 2'-0" O.H. 6d NAILS @ 16" O.C. TO X SIDE & TOP NAILER z0 2x4 SPF CONT. CONT. 2x4 BLOCKING ATTACH TO 7/16" O.S.B. EA. SIDE 7/16" OSB W/ (2) 8d Uj NAILS LLJ 2x4'S @ 24" O.C. 2x BUCK PER DETAIL C.0 (5) 16d NAILS BRACE W MD04/SDI ARCH PER ELEV 2x BLK'G. TO O.S.B. W/ 7/16" OSB EACH SIDE, 0 TO BLOCKING GABLE END TIO O0(2) - 8d EACH ENDPROVIDE 2X4 BRACE SHEATHING FASTEN SIDE & TOP NAILER 0 PER PLAN z TO EA. ADJ. DIAG. A 2x BUCKS, 16d NAILS. SPLICE AS REQ'D END VIEW W/ WOOD FASTEN TO DIAG.w/(2) V V co SIMPSON H10A DIAG. fiFO ARCH WINDOW FRAMING DETAILS TO BLOCKING 0 3/4"=11-011 U. LU Z NOTES: U_ 0 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN 0 GABLE BRACING (CD 48" PROVIDE 2x BLOCKING (0 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION Z (L O.C. MAX. 45° FROM FOR NAILING 3) FOR 5 -PLY, PROVIDE 1/4 DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) EDGE DISTANCE 0 HORIZONTAL (+/-10°)4) 1/2" EDGE OUTSIDE (2) 2x4's BRACE NOT REQUIRED 4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN 1/4" PER DETAIL 0 I" EDGE 1 1/2" EDGE CO 6 FROM EAVES. TRUSS PER PLANWSEE PLAN FOR Ca 10d x 3" LU 1\j SUPPORT AND TIE 10d x 3" COMMON z U DOWN OF JACK LU 41 TRUSSES X 2 1/2" X z LLJ z III PROVIDE BLOCKING z LU 2 1/4" 0 N z 1211 BETWEEN TRUSS BAYS W z z _j . , 1 1 1/2" C,14 @ 48" O.C. FOR FIRST 3 Q V_ SEE GABLE V_ Q 04 BAYS WALL PER PLAN 04 10 W U) e_� CONNECTION DETAIL (FRAME WALL SHOWN; 04 10d x 3" COMMON 00 FOR REQ'D W CL 4— Uj 10 CONNECTIONS MAY ALSO BE 0*40690% MASONRY) 10d x 3" COMMON OPP.• _k 00 SIDE 0 N 0) U_ AA. W 6 z z W C9 0 0% �e Z jZ a Uj jj%, ;C:r z 'NOTE: GABLES SPANNING LESS THAN 8 D NOT REQUIRE BRACING' 10d x 3" OPP. SIDE OZ O I <' . :Uj 0: Z z We Lj z 00 0 :0- Z 60 00 01 X rGEO GABLE END FLAT CEILING W/ BOSTON HIP 1 N ev oe 00 3: 3/4"=1 q DISTANCE PER %A% .0 10dx3"COMMON U 0 OPP. SIDE DETAIL U_ A 1 0 V W (2) 2x4's (2) 2x6's (2) 2x8's z INSIDE PLY NAILS NAILED AT 8" O/C 0 (2) 2x COLUMN STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's > U fiRk TYPICAL BUILT-UP STUD COLUMN DETAIL (3+) 2x COLUMN 2x6 COLLAR TIE HALF WAY Ld UP HEIGHT OF VALLEY.1-1/2"=1'-0" FASTEN w/ (5) 10d COMMON U) NAILS @ EACH END (TYP.) U 0 2x6 RAFTER TO 2x8 RIDGE C0 Z BOARD W/ A35 ON ONE SIDE m QZ OF RAFTER, ATTACH A35 ON I co U_ 0 ADJ RAFTER TO OPP SIDE 0 (AS SHOWN) z U.J 0 ft'- W 0 Q Cave E 8 -- — — — — — — -- — — — — 0 .E 0 20 z C: cc") T—_ i FASTEN SYP OR SPF 2X6 (MIN. Z 4- > _j 00 WIDTH) PLATE THRU O.S.B < H Z _j U_ 0 ID in SHEATHING (THICKNESS PER 8 PLAN) TO PRE -ENG TRUSS LU W 0 <03:2uj 0 BELOW W/ 1/4"x4-1/2" Z z Luz E SIMPSON SDS SCREWS 2X6 2X8 RIDGE BOARD 0��-W�oz: I PLATE TO TOP CHORD OF =) Uj EACH TRUSS BELOW FASTEN CONY. 2x VALLEY RAFTER z W < W 0- 1 2x6's @ 24" FRAMING (OR PRE -ENG VALLEY TRUSSES) 8 1.— < U_ 5 O LIJ P 0 ,,, O.C. MAX. TO 2x PLATE WITH SIMPSON MTS12 OR 0 Uj 0 Z Cn LSTA12 CONNECTORS ((5) 8d NAILS) @ EA. 0 0 LL 0 F RAFTER TO PLATE CONN, < rCF 0 1 FIELD FRAMED VALLEY DETAIL z 1/2"=11_00 2x STUDS @ 16" O.C. FOR KNEE WALL LSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT 0 CL BUILDER NOTE: O ROOF SHEATHING FOR STRAP SOFFIT FRAMING NOT REQUIRED WITH ALUMINUM OCONT. ROOF SHEATHING NAIL PER PLAN F z 0 OR VINYL SOFFITS Z 01"' Sc01" '9AeTO ROOF SHEATHING, D co 0 Ui Fn �1& ROOF SHEATHING,PROVIDE 1x4 BLOCKING w/(2)16d NAILS EACH END -44 N FASTEN PER PLAN TO TOP CHORDS OF TRUSSES BELOW WHEN LLI > FASTEN PER PLAN 11% BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS z 0 'N;q 9 - a < 0))� D UAI y BELOW AND CONNECT w/ HTS20 @ 32" O.C. 0>W X Lu W2x4 FRAMING @ 24" PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW _j O.C. MAX. W Uj 2x4 FRAMING @ 24" H A z (L O.C. MAX. PROVIDE (4) 10d x 3" AILS Z 2x SCAB w/ 10d N NAILS AT JOINT 2x PLATES OVER ROOF DECK PER VALLEY PROVIDE (4)10d x3" < a @ 4" O.C. <Z> FRAMING DETAIL PER -ENG TRUSSES NAILS AT JOINT I-_ CY j < B H A 0 — PER PLAN 2x SCAB w/ 10d NAILS DOUBLE TOP PLATE K LLJ (A 2 X 4 0 @ 4" O.C. O 0 Z TRUSS CONNECTION PER -ENG TRUSSES C SIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR B < PER PLAN 2x FASCIA z 2x FASCIA PER PLAN RAFTER CL CL E COMMON TRUSS PER PLAN OR CONY. FRAMING wl C Uj BLDG DESIGN: ... CMU WALL PER PLAN (2) 8d TOE NAILS TO TRUSS CONNECTION (2) 8d TOE NAILS LEDGER PER PLAN TO LEDGER U) STRUCTURALENG: MCD 2x4 PT LEDGER W/ STRUCTURAL SHEATHING PER PLAN AND ROOF 1/4" x4" TAPCONS @ 12" 2x4 LEDGER W/ (2) 16d FINISH PER ARCHITECTURAL PLANS wDRAFTING: 2x FRAME WALL PER 01 NAILS @ 16" O.C. G E W -DESIGN: O.C. D PLAN CURVED ROOF TRUSSES PER PLAN OR CURVED -STRUCT: HG SEE ELEV. FOR SEE ELEV. FOR ORAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING QC CHECK: cc O.H. SIZE O.H. SIZE NAILED @ 6" O.C. STAGGERED G (n JOB No. PSQ-2180081 NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D < SCALE: AS INDICATED CONDITION a CMU WALL CONDITION 0 FRAME WALL �6FO`I DORMER FRAMING DETAIL 1/2"=1W-011 NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. z w DATE: 01/31/18 AF1 TYPICAL SCAB OVERHANG LU 3/411=1V_011 SD3 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent ofMONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LCC is strictly prohibited. NOTE: IPIPE OR DUCT W/ (2) 1 Od NAILS @ 3" O.C. DOUBLE 2x4 TOP NAIL FIELD INSTALLED PLATE TOP PLATE TO FRAME PLATE LENGTHS MUST (PENETRATION OF WITHIN 48" OF SPLICE WALL LA E TO BE AT LEAST 8'-0" MORE THAN 50% OF THEN (2) ROWS 10d NAILS PROVIDE 2x4 ON TOP ASSEMBLED WALL LONG. TYP. 'TOP PLATE WIDTH @ 8" O.C. OTHERWISE OF 2x8 TO PAD OUT INSTALL SIMPSON TOP PLATE. ATTACH PANEL ( NAILS n @ 8" O.C. (FOOLLLL OWn tJV� 11 �QL� IPSPN516Z W/ (12) 16d W/ (2) 10d NAILS 3" 0'C' NAILING �- �O (NAILS TYP. TOP & BOT. (SOLID BLOCK W/ 2x6) REQUIREMENTS THIS z * ATTACH 2x4 STUDS TO v 2x4 #2 SYP P.T. TRUSS PER PLAN i(2) 1 O NAILS @ 3 O.C. TOP PLATE W/ (3) 12d DETAIL FOR ALL TOP L PLATE SPLICE w BLOCKING @ 24" O.C. 'WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT LOCATIONS) W/ (2) 12d END NAILS + THEN (2) ROWS 10d ALL LOCATION . TRUSS PER PLAN @ EACH END DTC CLIP, (2) 8d NAILS (NAILS @ 8" O.C. INTO BLOCKING, (2) . • OTHERWISE 2x4 WALL BEYOND TRUSS PER PLAN 3/16" x 2 3/4" TAPCONS AGAINST 2x8 STUDS , . MSN z IN CMU. OR SIMPSON 4rATTACHED PER O META16 @ 24" O.C. tiljN (WF08/SD3) OVERLAP TOP PLATE TOP SPLICE @ AT CORNER W + LAY 2x4 BLOCKING DOUBLE 2X4 TOP NAIL BOTTOM PLATE Wn (— DTC CLIP, (2) 8d NAILS @ ATTACH 2x8 STUDS TO ' • Q PLATE TO EACH PLY OF BUILT p .. U 24" O.C. OVER THE TOP PLATE W/ (4) 12d UP COLUMN BELOW W/ INTO BLOCKING, (2) MASONRY WALL OR 3/16" x 2 3/4" TAPCONS LINTEL PER PLAN TOP OF THE BOTTOM ATTACH 2x4 STUDS TO TOE -NAILS TYPICAL z V � •� (2) 10d NAILS z LINTEL SEE PLAN IN CMU. OR SIMPSON CHORD. ATTACH W/ (2) TOP PLATE W/ (3) 12d AT ALL LOCATION n META16 10d NAILS @ EACH TOE -NAILS TYPICAL AT -' TRUSS @ 24" O.C. ALL LOCATION TOP SPLICE co STD CONDITION @ CMU BEARING CONDITION @ CMU WALL BOTTOM SPLICE OVER DOUBLE 2x8 TOP TOP PLATE CORNER TRANSITION o STUD PLATE O J U_ w SIMPSON DTC, (2) 8d 2x4 BLOCKING (2) 12dF0 TYPICAL TOP PLATE SPLICE BRC. WALL TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) Z NAILS INTO BLOCKING, NAILS, TOENAILED @ Q TRUSS PER PLAN (4) 8d NAILS TO TOP EACH END.AT 24" O.C. ROOF SHEATHING 3/4"=1'-0" z h PLATE PER PLAN O 0- TRUSS PER PLAN TRUSS PER PLAN DTC CLIP, (2) 8d NAILS INTO BLOCKING, (4) 8d rY (n (2) 16d TOE NAILS NAILS INTO TOP PLATE � W LU O BRACE TO LEDGER 2x4 SYP #2 BLOCKING @ 24" O.C. W/ (2) 12d 2x4 LEDGER W/ (2) 10d DOUBLE TOP PLATE W END NAILS @ EACH NAILS @ EACH WEB END. MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL NAIL SHEATHING AT FRAME WALL BOTTOM PLATE & D WHEN CLOSURE WALL EXTERIOR SHEATHING. WALL SHEATHING PER IS 3FT OR TALLER - 2x z 2x DBL TOP PLATE 1 SHEATHING INSTALLED VERTICALLY AT FLOOR SYSTEM (I -JOIST OR SYSTEM42 /FLAT , ayo D= NAIL SPACINGS ATTACH PER PLAN 2 OR HORIZONTALLY TRUSS TOP &BOTTOM USING 1 ROW OF 8d NAILS T7D 0 0 o a o a a SYP#2 BOTTOM g BEYOND ) () @ - PER NOTE #2UJI PLAN o_ FROM TOP OF WALL c� 3" O.C. SEE WS10 AND W511 FOR ADDITIONAL INFO. "' - p �`�►t�w'leerir� BLOCKING REQ 'D @ w TO BOTTOM — `—` z SHEATHINGPER PLAN ��BM2x WALL, SEE PLAN 24" O.C. MIN (2) TRUSS I — — — — — T1` — -T1— — TI- ,- I I - U O J 2U NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d�`e••..®����aWALL SPLICE; FIELD w ? NAILS @ 3 O.C. WALL DOUBLE TOP/2 I I o .� �. •• BAYS W/ (3) 12d 2x8 #2 SPF STUDS AT I I 5 I I I I I I VERIFY IF REQUIRED _ .� v •'•`�2 `` 00 TOENAILS EACH END. 16" O.C. � U- s U3 NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS PLATE PER PLAN �, �•� rn U �..• � � d STD CONDITION @FRAME WALL ATTACH2x4LEDGER I I II II II 1 i o "OUBLE NAIL EDGE SPACING _T :4c, ° °s 4 z A 3 12d NAILS 2X8 #2 SYP PT. BASE III �J I� ^ _ — _ _ 3 O.C.OCIN HORIZONTAL CONDITIONS O .z O @ — a z ® NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C. - ' w ~ _ _ U PLATE W/ 1/2" X 8., � v 0 a O: Q � � EACH STUD III III I I I I WALL SHEATHING O w U.N.O. ON PLANS. STAGGER ALL VERT. PANEL JOINTS W �, �.�� • (4)10d NAILS@ EA. • ~ ANCHOR BOLT OR _ _ *. y�uj III III I I I I I I SPLICE, SEE SPLICE SHEATHING PER PLAN 3/$" S= NAIL SPACING a ., •• .••• �� TITEN HD @ 32" O.C. & DETAIL. MAX 1/8" PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO _ _ ¢ ice® dr .®,•®®•.. ,® z BLOCKING TO MASONRY WALL OR „ III III I I I I I _ S S PER NOTE #1 z '® O a'� ¢ 6 FROM EACH END OPENING SPACE BETWEEN w w HEADER W/ 8d NAILS @ 3 O.C. (2) ROWS @TOP & ,, pQr► `, p PLATE LINTEL SEE PLAN III III I 4 I I PANELS _ BOTTOM "' `' o . 4 _� o o s®�®/ 1 `, m LL TRUSS PER PLAN TRUSS PER PLAN VAULTED CONDITION @ CMUIII VP III I 11 II 0 0 SINGLE NAIL EDGE SPACING z EXTERIOR SHEATHING (2)1 Od NAILS TO III II I( II 2x STUDS BEYOND, U O -L -LJ O CL BOTTOM CHORD JAROUNDI OP SEE PLAN FOR MORE W PROVIDE PIECE OF @EACH END OF III III II LI I INFO O ¢ U - O SHEATHING BETWEEN BLOCKING III 71— _ III I I I I I I z � w 2 EXTERIOR WALL 2x4 SYP #2 FLAT LII I I I i t I III i l I I I I _¢ W � SHEATHING & BLOCKING. (2)1 Od NAILS TO BLOCKING, @ 24" O.C. I I—IL ill_ L_ J p F- m SHEATHING TO HAVE BOTTOM CHORD W/ (2) 12d END NAILS _ — -J.1 _ _ — _ —I U) N SAME THICKNESS & @EACH END OF @ EACH END. z + ~ O 0 u.. p STRENGTH ORIENTATION BLOCKING CONNECTION FLOOR SYSTEM ` W AS EXTERIOR WALL WALL SHEATHING PER — — — — — —% SHEATHING PLAN CUT TO FIT 2x BOTTOM PLATE STUD PER PLAN JOINT, MAX. 178" GAP 2x WALL, SEE PLAN1 OPENING SIZE BEYOND SEE PLAN ALTERNATE BLOCKING @ FRAME CONDITION SHEATHING DIAGRAM 24 BLOCKING PLACEDFLATWISE Wi 16d (2) ROWS of 8d NAILS 3" O.C. TOP & BOT. Z J F1 EXTERIOR SHEATHING SCHEDULE (2) NAILS EACH END @ of SHEATHING SPLICE FO NON-BEARING WALL CLIP DETAIL SCALE: 3/4"=1'0" GYPSUM WALLBOARD . p - r- rn SHEATHING SPLICE DETAIL J � z °> M Co H J U p m -pro- 0 0 WWRO¢y� J W CO z< 03:2W o W �.- ©2zwz E I— Z Oz=WYo W ¢ o: �a WHALL OU W V z q Q � M0 z 2x6 SYP #2 LEDGER. w C4 U ° O CL Uj � 0) ^ SEE TRUSS PLAN FOR BLOCKING @ 24" O.C. U 4%" SIMPS. SDS Z m MORE INFO & c¢n� w/ (2) 16d END NAILS Z M Ll O W Uw SCREWS @ 16" O.C. z + ~ WUnw E CONNECTION r u,VV- 8 EACH ENDx FO NON-BEARING WALL CLIP DETAIL SCALE: 3/4"=1'0" GYPSUM WALLBOARD . p - r- rn SHEATHING SPLICE DETAIL J � z °> M Co H J U p m -pro- 0 0 WWRO¢y� J W CO z< 03:2W o W �.- ©2zwz E I— Z Oz=WYo W ¢ o: �a WHALL OU W V z q Q � M0 z 2x6 SYP #2 LEDGER. w C4 information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COPYRIGHT MCD 2015: Thep p Y 2x4 #2 SPF TO STUDS w/ (2) 1/4" X 0) SEE TRUSS PLAN FOR SEE TRUSS PLAN FOR BLOCKING @ 24" O.C. 4%" SIMPS. SDS MORE INFO & MORE INFO & w/ (2) 16d END NAILS SCREWS @ 16" O.C. — + ~ CONNECTION CONNECTION EACH ENDx _ x MAX.; Z O ++ EXTERIOR WALL/TRUSS w0 2 A64' _ 0 Z J 2x12 BOX HDR w/ 2x8' 6 O X 3'/" S MPS. p Q u Q TOP & BOT., 2x8 TO 2x12 w/ 10d X 3" NAILS 2x8 #2 SPF VERTICAL @ 24" O.C. w/ EXT. 2x4 #2 SPF BLOCKING @ 24" O.C. SDS SCREWS @ 16 O.C. MAX.; z z � W � Q � n 6" O.C. 2x12 AT SHEATHING PER w/ (2) 16d END NAILS TO MASONRY w/ 2x6 L WALL TO PRECAST NAILING SCHEDULE & EACH END PT SYP #2 LEDGER w/ LU = LL( U) LINTEL w/ (2)ROWS OF + . + + (4) 12d NAILS EACH SEE TRUSS PLAN FOR 2x8 TO UNDER SIDE OF 12 (2) 1/4 x 2 3/4 J W =V 1/4" x 4" TAPCONS @ 2x4 #2 SYP P.T. @ EA. TRUSS MEMBER x X MORE INFO & + + ROOF SHEATHING 4 (MIN.) TAPCONS AT 12" O.C. z W 16" O.C. MAX. TRUSS w/ (4) 12d NAILS 2x8 w/ (2) 10d NAILS @ "" CONNECTION + , SIMPSON H3 CLIP SHEATHING PER PLAN Q Z LL i STAGGERED INTO TRUSS & (3) 12d : ' EACH VERTICAL SEE WALL CLIP DETAIL . * W Q � TOENAILSINTO.OTHER FOR MORE INFO �. 2x4 SYP #2 LEDGER, (4) 10d NAILS FOR s I_ U CY TRANSOM BETWEEN TRUSS TRANSOM BETWEEN ,° . 2x8 #2 SPF VERTICAL -'"-�--- 2x8 #2 SPF VERTICAL TO STUDS OR BEAM w/ CONV. FRAMED �� _ i ! LINTELS LINTELS LINTEL PER PLAN @ 24" O.C. w/ EXT. @24" O.C. w/ EXT. 16' MEMBERS ONLY D i r LINTEL PER PLAN I i SLOPE AS REQ'D LINTEL PER PLAN SLOPE AS REQ'D .° SHEATHING PER LINTEL PER PLAN SHEATHING PER SDS SCREWS @ < p� Z 2x6 #2 SYP P.T. CONT. 2x6 #2 SYP P.T. CONT. r. NAILING SCHEDULE & NAILING SCHEDULE O.C. MAX.; w z Q" w/ (2) 1/4" x 3 1/2" �� �� w/ (2) 1/4 x 3 1/2 (4) 12d NAILS EACH (4) 12d NAILS EACH TO GABLE END STUDS p M CL V. •..� • TAPCONS @ 12" O.C. TAPCONS @ 12" O.C. TRUSS MEMBER ' TRUSS MEMBER (TOP w/ (2) 1/4" X 3%z'" SIMPS. V-0" MAXL U) �' SPACED EVENLY SPACED EVENLY AND BOTTOM CHORDS SDS SCREWS @ 16" FASCIA PER w BLDG DESIGN: VERTICALLY VERTICALLY ALONG W/WEBBING) O.C. MAX.; COMMUNITY SPECS � STRUCTURAL ENG: MCD ___ DRAFTING: 2x6 2x8 w/ (2) 1 Od NAILS @ TO MASONRY w/ 2x4 PT 2x4 SYP #2 OR w— 2x8 NAILS @ (T 2x8 w/ (2) 10d NAILS K T SGD POC E EACH VERTICAL 2x8 w/ (2) 10d NAILS @ SYP #2 LEDGER w/ 1/4" x 2 3/4" TAPCONS @12" PRE-ENGINEERED -DESIGN: -STRUCT: HG POCKET SGD 3" O.C. TO EA. 2x6 E POCKET SGD EACH VERTICAL ATTACHMENT BY POCKET SGD EACH VERTICAL O.C. ROOF TRUSSES @ 24" U .0 ATTACHMENT BY VERTICAL ATTACHMENT BY BUILDER ATTACHMENT BY O.C. MAX. � � QC CHECK: c.c._____.____ — JOB No. PSQ-2180081 BUILDER BUILDER BUILDER SIMPSON H3 CLIP DESIGNED FOR U) SHINGLE ONLY - - SCALE AS INDICATED --- - - ---- 'S01 HEADER @ POCKET SLIDER W/ TRANSOM SO2 HEADER @POCKET SLIDER W/ TRANSOM S03 HEADER @ POCKET SLIDER SO4 HEADER @ POCKET SLIDER SD01 TYPICAL SHED ROOF DETAIL u w --- --- 1/2"=1'-011 1/2"=1'_0�� 1/2"=1'-011 o co DATE: 01/31/18 1/2"=1'-01i 1/2"=1'-0" w SD4w information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LCC is strictly prohibited. COPYRIGHT MCD 2015: Thep p Y