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230499 - STAMPED ENG SHEETS (FLAT) - 12.04.23•„•‹¿··§ ›•„†»… § –‚† –…„» ¿‹» º ºŒ Ł øø 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230499 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA X I DESIGN WINDWIND MEMBER (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) (2)CSI4s CATEGORY DETAIL CALL -OUT 32/1(o OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 352 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN ELEVATION A EXTEND HEADER OVER NAIL SHEATHING TO ALL FRAMING MEMBERS USING ad W/ 3" GRID PATTERN. INSTALL 51MP5ON L5TA STRAP a BACKSIDE (2) ROWS 16d SINKER la 3"O.C. STRUCTURAL RIM BY MFR DETAIL 5/1)1 ELEVATION 11411 Uf=I=EfR FLOOfR F,4MING GfRAVIT�' LOAD ENGINEEF;�ING DO NOT 5C,4LE(1/-4" =1' ) DROF IN TU5 OPTION DO NOT &CALEN/0" =1' ) R6 R6 4x8 DM 48 DM O FREE STANDING fiU5 OPTION 5 LEGEND X I wI NOMINAL MEMBER RX D FACTORED 1.0 6.0 LIV z. o 5 LEGEND 24" O.C. TRUSS/RAFTERS POINT LOAD KEY NOMINAL MEMBER RX D FACTORED 1.0 6.0 LIV z. o SNOW 3.0 STUD/COLUMN/ TRIMMER 32/16 .y+"Q'�' 19/32', 5/8' DESIGNATOR +� 115 PSF EXAMPLES o 5l4EARW,4LL DESIGNATOR 16" O.C. TRU55/1RAFTER5 SNOW LOAD 51UI 1-IOLDOWN/STRAP (UP TO) DESIGNATOR STHDI4 100 PSF HDU5 (2)CSI4s C614 DETAIL CALL -OUT 32/1(o 1 J015T WITH EDGE SUPPORT. D1 HEEL TRUSS IF REQ'D ELEVATION IIAII ROOD FFRAING; G,4UIT�' LOAD ENGINEEFRING DO NOT &C-4LEN/4"=1') ROOF 6PEATPING 5CPEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40 PSF 1/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32', 5/8' 40/20 115 PSF 23/32', 3/4' 48/24 ROOF SHEATHING 5CHEDULE 16" O.C. TRU55/1RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 7/16' 24/16 180 PSF 15/32', 1/2' 32/1(o LONG DIMENSIONS PERPENDICULAR TO ROOF J015T WITH EDGE SUPPORT. F 5032.1ml) ENGINEERED U51NG BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED Bi THE TRU55 CO. JOB NUMBER J1090601, J1090607-1, 4 J1090601F DATED 052521 DO NOT CHANGE TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE ENGINEERING, INC. PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING A5 SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 6HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRU55E5 PER MANUFACTURER TRUSS FASTENER SCHEDULE: A35 Q 32' oc OR SDWC 6 Q 16" OC. (TYPICAL AT ALL GABLE ENDS) 28 H1 - TYPICAL AT ALL TRU55 TO DZ PERPENDICULAR TOP PLATE LOCATIONS (U.N.OJ H1 W/SDWC SCREW - E1 (LXR) LGT2 - Cl (LXR) (2)H2.5S - TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARING. REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. BUILDING CODE 2010150 WIND EXP. B 91 MPSI SEISMIC DESIGN CATEGORY D ROOF SNOW t D 25 PSF p""c' JOHN N. 12.04.23 ZACK C. JOE G. SHEET S2 20F 8 SHEETS PROJECT NUMBER 230499 COPY'RIGI-IT© 2021 1-I0DGE ENCaINEERING INC. THIS DOCUMENT WAS, BEEN DIGITALLT 5IGNED FIER WAC 1%-23-010 WITH A GL05AL SIGN CERTIFICATE. THE CERTIFICATE MAY 5E REMOVED BY TIE JURISDICTION 2018 IBC LATERAL ANALYSIS ANO GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230499 FOR: RUSH RESIDENTIAL PLAN: CEDAR A ELEVATION A 3/4' T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd o 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) ENSURE VENT5 ARE NOT AT HOLDOWN OR POINT LOAD LOCATION5 (TYP) 5QUA&H BLOCKING SITE CRITERIA 24" O.G. TRU55/R4FTER5 DESIGN WINDWIND I (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) 24/16 CATEGORY 15/32', 1/2' 32/16 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 1 97 MPH B D D II <15% NONE NONE 12" 0.4658 1 1.2868 1 352 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN 10'-0" O STUD(S) FOR POINT LOAD FROM ABOVE I F — — — — — — I O 6QUA5H BLOCK(S) REQUIRED UNDER I I ALL DBL STUD OR GREATER WHERE I I INDICATED ON ENGINEERING.3 I I e N DIMENSIONS PROVIDED BY RU5H RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION 5TPD 14RJ 19 I I I I 20 I 24" O.G. TRU55/R4FTER5 14 NOMINAL I P;-,/ 5THD 14RJ 6THD 14RJ R3 MI 24 4X10 DF*2 L----------- Ill 4' CONCRETE SLAB SLOPE GARAGE 5LA5 TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) *4 RE5AR AT DOOR OPENINGS, I5C 406.33 - GARAGE FLOOR SURFACES) I i i I I 48 I I I U,4 L — — — — — — — ,, 08 8. —, ------ -------- I % I D1 5THD14 lm' -0' 5THD 14 EXTEND HEADER OVEF fiHID CAOPTION ELEV,4TION 117411 MAIN FLOOFfRAING/ FOUNDATION FLAN ENGINEEF�ING DO NOT 5C,4LE(1/4" =1') NAIL 5HEATHI FRAMING MEM51 W/ 3" GRID 1 IN5TALL 5T STRAP a t:)A( NOlvt (2) ROWS 16d SINKER a 3"O.C. 3"o.c. NAILING - 5HEATHING TO MUD SILL TYPICAL ALL EXTERIOR WALLS :NGINEERED U5ING BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY THE TRU55 CO. )5 NUMBER J1090601-1, J1090(o0DF-1, 4 J1090601F DATED 052521 )0 NOT CHANGE TRU55 MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE ENGINEERING, INC. TNI [:) CAfR OST I ON ELEVAfiION 11,411 M41N FLOOR LATEfRAL ENGINEEINS DO NOT 5C,4LE(1/4" =1') SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTWERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWNS ROOF 5HEATHING 5CHEDULE 24" O.G. TRU55/R4FTER5 SNOIU LOAD NOMINAL SPAN RATING: (UP TO) THICKNESS 1.0 6.0 40 PSF 7/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 P5F 19/32', 5/8' 40/20 115 PSF 23/32',3/4' 48/24 ROOF 5HEATHING 5CHEDULE 1(0" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING: (UP TO) THICKNESS 100 PSF 7/16' 24/16 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST U11TH EDGE SUPPORT. FW32.1.1(1) EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/D1 TH I fRD CAS OFT I O L74TjON 117411 ROOD FAM INS GAVIT�' LOAED ENGINEE1�ING DO NOT 5C,4LE(1/4" =1' ) LEGEND POINT LOAD KEYJ MEMBERRX FACTORED DEAD 1.0 6.0 2.0 SNOW 3.0 STUD/COLUMN/ TRIMMER .y+" R l�� 10, EXAMPLES 5PEARWALL DESIGNATOR cul SWI a SWI POLDOWN/STRAP DES ICsNATOR STHDI4 HDU5 (2)CS14 C614 DETAIL CALL -OUT 1 D1 U) � a r __ __0 r>inn0 csa u rl - r -I PC- r -I a� - r -I a� BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF F q . ANALYST JOE G. SHEET S3 30F 8 SHEETS PROJECT NUMBER 230499 COPYRIGHT© 2021 1-I0DGE ENCsINEERINCs INC. THIS DOCUMENT WAS, BEEN DIGITALLT 5IGNED FIER WAC 1%-23-010 WITH A GL05AL SIGN CERTIFICATE. THE CERTIFICATE MAY 5E REMOVED BY Tl$ JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230499 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA 24" O.C. TRU55/RAFTEIR5 DESIGN WINDWIND SPAN RATING (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) 24/1(o CATEGORY 15/32', 1/2' 32/16 OWNER PER OWNER OWNER a ' O.C. 16d 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 1 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 352 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN ELEVATION A EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI NAIL SHEATHING TO ALL FRAMING MEMBERS U51NG ad W/ 3" GRID PATTERN. �e INSTALL 51MP50N LSTA STRAP 6 BACKSIDE (2) ROWS 16d SINKER Q 3"O.C. 21 01 GREAT RP1 10 0' MM wWALL ® F£QUll;EIRED L STHDI4R) 29 SW1 D2 GARAGE F------------� I EXTEND HEADER OVER I PORTAL FRAME PER DETAIL 50I KITC44EN DINING ENTRY / HOME OFFICE STHD4DI 4THDI4 STHDI4 STHDI4 36 23 5 �� D2 D1 W/S" STEM W/S" STEM PORTAL WALLS PORTAL WALLS (I RG 6023) STUDS SHALL BE CONTINUOUS FROM 50LE PLATE TO TOP PLATE 36 D3 MINI SU I fiE OFT DO NOT 6CALE(1/8" =1' ) ,41N FLOOfR LATEfRAL ENGTINEEfRINC;; DO NOT 6G,4LE(1/0" =1') SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOWNS 3"o.c. NAILING - 5HEATHING TO MUD SILL TYPICAL ALL EXTERIOR WALLS ROOF 5HEATHING 5CHEDULE 24" O.C. TRU55/RAFTEIR5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS ANCHOR BOLT 40 PSF 1/16" 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32', 5/8' 40/20 115 PSF 23/32', 3/4' 46/24 ROOF 5HEATHING 5CHEDULE 16" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS HDUII - W MEMBER 80300 100 PSF 1/16" 24/1(o 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. FW32ffl) DROP IN TU5 OPTION DO NOT 5C,4LE(I/8"=1') FREE STANDING TUB OPTION DO NOT 6C,4LE(I/0"=1') SB 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATION5. TYP 5HE,41R W,4LL N,41L ING 5CHEDULE 11 8d = 2-1/2' x 0.13r SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 2x BOTTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SMEAR WALL APA RATED SPACE e BLOCKING PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW JOIST BELOW (DF VALUES) MIN. UNA. HDUII - W MEMBER 80300 EDGES (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 9335' (HF x 0.93) 1/1(01065 Sd a 6' O.C. 2x STUD a ' O.C. 16d 6 (2) 16d 5/8' 48' O.C. 2601365 51UI ONE SIDE 5THDI4/5TWDI4R.) - 3500' (2) STUDS W/ (30)16d N/A IT 16' O.G. 1/2' �' 36' O.G. PER MFR N/A 1/16' OSB ad t+ 4' O.C. 3x STUD 16d is 4' O.C. (2) 16d5/6' 40' O.C. 360/532 SW2 ONE SIDE or (2) 2x STUD 9 16O.C. 1/2' 28' O.C. 1/161065 ed 6 3' O.C. (2) 2x STUD 16d is 4' O.C. (2) 16d5/8' -9 24' O.C. 490 / 685 SW3 ONE SIDE Q 16' O.C. 1/2' 6 Il' O.C. 1/1(010655d ° 2' O.C. (2) 2x STUD 16d 4' O.C. LTP4 16' OC. 5/8' a 21' O.C. 640/$S5 SW4 ONE SIDE 1/2' m 15' O.C. 1/16' OSB ed 0 3' O.C. (2) 2x STUD 16d * 4' O.C. LTP4 a 16' O.C. 5/8' a 12' O.C. 980 / 1310 SW5 BOTH SIDES 1/2' m 8' O.C. SMEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY t0 FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED W/ STEEL PLATE WASHERS Ya' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRE55UIRE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE Not -DIPPED GALVANIZED (ELECTRO PLATING NOT PEWITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION t0 FRAMING CLIPS SHEATHING IS TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13) r%2 PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Y6' OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' O.C. MAX. (14) 5W5 SHEARWALL REQUIRES 4-1/2' PLATE WASHER (15) SHEARWALL DESIGNATED WITH AN ASTERISK (f) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL TI -11 OR 5/1(o HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY' SNOW HDU5 - 4 MEMBER 4340" N/A (14)-SDSY4'x 22' TO (2) STUDS SB 5/8x24 U.N.O. HDU5 - DF MEMBER 56450 DESIGNATOR ��� MIN. EXAMPLES HDU8 - HF MEMBER 5820" N/A (20)-SDSY'x 2Y' t0 (2) STUDS 65T528 OR SB 1/8'x24 HDU5 - DF MEMBER 1810' HOLDOUJN/STRAP MIN. UNA. HDUII - W MEMBER 80300 N/A (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 9335' DETAIL GALL -OUT 1 HDU14 - HF MEMBER 9260 N/A (3(o)-SDSY4'x 2,2' TO 6x(o MIN. 58160' UNA. HDU14 - DF MEMBER 14445" 5THDI4/5TWDI4R.) - 3500' (2) STUDS W/ (30)16d N/A N/A M5TC403 - 39000 PER MFR N/A N/A MSTC6683 - 44SOO PER MFR N/A N/A C614 - 2490# (18) ed EACH END N/A N/A HOLDOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 5IMP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) Uf=f=EfR FLOOfR LATEfRAL ENGINEEFRING DO NOT 6G,4LE(1/0" =1' ) SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. DO NOT 6G,4LE(1/0" =1' ) 0 LEGEND POINT LOAD KEY MEMBER RX DEAD FACTORED 2.0 6.0 SNOW 3.0 STUD/COLUMN/ TRIMMER .y+`0��� DESIGNATOR ��� v EXAMPLES �� 5HE,4RW,4LL DESIGNATOR sWl SWI SWI SWI HOLDOUJN/STRAP DESIGNATOR STHDI4 HDU5 (2)CS14 0514 DETAIL GALL -OUT 1 D1 o a a 75 3 `6 8 ` nn r _ �� 30 rcs >�na0 rl - r -I PCi� - r -I N N - r -I i� N BUILDING CODE 2018150 WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW C D 25 PSF (ENG. P.E. JOHN H. DATE 12.04.23 REVIEW zacK c. ANALYST JOE G. SHEET S4 40F 8 SHEETS PRL230499 NUMBER COf-YRIGHT© 2021 1-I0DGE ENCaINEERING INC. THIS DOCUMENT HAS BEEN DIGITALLT 5&4ED FIER WAC 1%-23-010 WITH A GLOBAL SIGN CERTIFICATE THE CERTIFICATE MAY BE REMOVED BY T1$ JURISDICTION EXTENT OF HEADER 10 O WATER HEATER 5 DOUBLE PORTAL FRAME (TWO BRACED PANELS) O FOR SHEAR MIN. 3°xll "NET 11 FOR A PANEL SPLICE (IF 1 O SHEATHING PER ROOF ® EXTENT of HEADER f — HEADER REQUIRED. (MAY BE NEEDED). PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME CONE BRACED PANEL) . . . LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS W/ 1/8' (-')-')WATER HEATER SEISMIC STRAPS LOCATED 1/3 AWAYFASTEN SHEATHING TO HEADER 0 24" OF MID-HEIGHT. ONE ROW OF MIN GAP. EDGE CLIPS N O Oz RECOMMENDED FOR 24/16 FROM TANK CAP AND BASE. 3 °I I° W/ ad COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING 1 p O LAG BOLT PER SEISMIC of 9 2 Q I I° NAILING IS REQUIRED. IF 2x4 RATED SHEATHING WITH v_� BOX NAILS IN 3 GRID PATTERN I° BLOCKING IS USED, THE 2x4'6 MAXIMUM SPAN 24 INCHES > STRAP MFR ANCHOR INTO o °I I° AS SHOWN AND 3' O.C. IN ALL w 2X STUD 4 PLACES ° ° ° ° ° I ° FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH ® 2 Sd NAILS 6' O.G. AT O ® 0 o 0 0 ° o ° ° ° ° ° ° ° AND SILLS) TYP. (3) 16d SINKERS. O O , , °°°°° o O ®DRYWALL PER PLAN ,Ie o ° o o \ \ \ o 0 0 0 o ele O FASTEN TOP PLATE TO HEADER 12 FOOTING. CONTINUOUS #4 REBAR AT BIRD BLOCKING ° SHEATHING BREAK 3 3 2X STUDWALL olo ° ° ° ° ° o o ° ` ` ` ` ` ` `I` 13 #4 REBAR 4" FROM TOP #4 O O EXTEND WALL SHEATHING W W/ TWO ROWS OF 16D SINKER 3 I° 4 °le _ NAILS AT 3' O.G. TYP. a 12' O.C. TO TOP OF DOUBLE TOP a m ® VENT FLUTE ol° ° 11 0l° `\�J O � °I° 3 ° ° BACKSIDE) BACKSIDE) : BACKSIDE) ' ° °I° 3 ®ESTAIS STRAP (BACKSIDE). USEG 8' STEM WALL PLATE LONGER SERIES TO EXTEND TO REQUIRED 5IMP50N HI a EACH TRUSS o O O ANCHOR BASE TO WALL = °I° °I° I °I° `°I° TOP OF PONY WALL, IF PRESENT. ® ® OR RAFTER 1 ele ele I ele ele O DESIGN VALUES INTERPOLATEDTOP = FROM APA TT-100H TABLE 1 ` PERP NDIRSEC ION U.N.O. z x O FOR NARROW PORTAL WIDTHS ® (2) H25A FOR MULTI PLY PLAN VIEW ® MIN. (2) 2x4 (ALL DM) OR (2)2x6 3 O ® MFR TRUSSES 0 24" O.C. W/ O 8 S S 2 O 1/16' OSB SHEATHING MIN. • ' • : PLAN ROOF SHEATHING _ a m �=am�r;s �r �.__��oao� ° ®6THD14 (UN.O ON PLAN) , : • : • ! NAIL W/ Sd 6° O.C. FOR w .N / PANEL EDGES AND 12 O.C. ` ° J X 13 ` IN FIELD " °° v C. .p ° . o' S' STEM WALL O HEADER EXTENDED OVER 1 N N o c c o 0 Q U) _ REQUIRED SHEATH ALL GABLE ENDS o O a N Q SHEARWAEL~� ��U��oc 2� a� 5/8 ANCHOR BOLT W/ EMBED = s N c CD O USING SWI 6HEARWAEL �^ N - m- a x ¢ > .�.. c -o o aC . c a ° .s ° > SCHEDULE v .a. °-'. .d. C. . .' e.s C. .' n.s. - c L. z cc m c c ti 0:' 4d' SECTION A-A ® n ° as 0 v ��a «, W/ MIN 3x3 x229 PLATE WASHER ° 10 �� F� zsbss DBL BOTTOM PLATE 5 1 ` a ` n a N °a .° . ee N C m 0 C N o WATER NEATER FRAPPING D1 PORTAL FRAME D1 ROOF 6HEATHING D1 � 11 8 0 4x4 POST UNO. O GUSSET GIRDER SPLICE. 6 2 16d 0 2x SOLE PLATE TO RIM o P.T. POSTS IF LESS THAN 6' FULL DEPTH GUSSET EACH / W/16d PER SHEARWALL ru-ij a � SCHEDULE12 1 CUT TOP PLATE OR DROP FROM SOIL SIDE (10)10d. MIN 4x6 POSTBEAM DO NOT CUT BEAM Sd 6"O.C. $OTTOM PLATE o 4' TALL POST CONNECTION: ®3/4"T4G SUBFEOOR Sd NAIL / O 0 8 : " $ OO 3 O DOUBLE TOP PLATE��- W14X(o OO ® ROOF FRAMER PER ROOF _ c TO 3/4° FLOOR SHEATHING ; � _ �- AND GLUE TO JOISTS. 1 AND FLOOR TO RIM M N a OGUSSET ONE SIDE ONLY 6' O.C. -a PANEL EDGES ® FRAMING DETAIL OSIMPSON 6T22 OR 22" C614 WIDTH OF POST W/ (5)10d 2 (o u 10' O.C. FIELD NAILING. I ® I ROOF SHEATHING PER 1 O FLOOR JOIST W/(I8)10d OR DROP BEAM W/ H 0-H CONTINUOUS TOP PLATE. O 4 8 POST CONNECTION: BLOCK ALL BEARING. FACE 2 ROOF SHEATHING 2 RIM TO TOP PLATE WITH STRAP MAY BE PLACED ON GUSSET BOTH SIDES WKIO) GRAIN AT RIGHT ANGLES TO 10d NAILS. 45 DEGREE 2x4 JOIST. �/ SCHEDULE ® 16d AT 8' O.C. (UN.O.) SIDE OF TOP PLATE ® LATERAL BRACE W/(4)16d SIMPSON EPB PB OR MAB \ / 3 1/16' O.S.B. SHEATHING 2 O TOENAIL JOIST TO TOP ® (6) 16d NAILS 8'-12' POST CONNECTION: O U.N.O. O PLATE EACH SIDE W/2x HF �2 STUDS AT � � � O CROSS BRACE WITH 2x4 AS / � 16" O.C. (UN.0) W/Sd NAILS � ad SHEATHING TO STUD � ® O (2) 16d NAILS 16' O.C. SHOWN W/(5)16d EACH END. ® DO NOT CUT INTO 45 / 3/8 MINIMUM EDGE O O PER SHEARWALL � 3 DEGREE SHEAR CONE OF DISTANCE SCHEDULE ® BEAM PER PLAN ADD 4x4 BLOCK BETWEEN UNDISTURBED SOIL O W/(4)16d EACH SIDE O2X CRIPPLES MID-SPAN 1 / t✓ O DBL 2X TOP PLATE � TOP � \ STRUCTURAL 1-1/4" RIM j PLATE TO STUD W/(2) O I 16d 'a 16' O.C. H S ® PLYWOOD FILLER \ (AS REQUIRED) I ® 2x STUD O \, O 3/4' T4 SUB FLOOR � ® O HEADER PER PLAN 11 O MULTIPLE STUDS FOR FLOOR JOIST PER PLAN POINT LOAD FROM ABOVE ®(2) 16d NAILS (o \ ® SQUASH BLOCKS REQUIRED UNDER ALL 11 DOUBLE 2X TRIMMER STUDS O _ O FLOOR TO FLOOR POINT LOADS MIN. FOR >6 OPENING UNO. / CONNECTION PER 11 SEPARATE FLOOR TO ® 11 RIM BOARD TO FLOOR 12 NO STRAP REQUIRED IF 5 O (o FLOOR CONNECTION O JOIST WITH (2) 16d CONTINUOUS TOP PLATE 11 .•. O O / z DETAIL 2 CONTINUOUS FULL HEIGHT BE�4M AND HEADER END SUPPORT D1 / _ ®VERTICAL oSB. BREAK FLOOR TO FLOOR CONNECTION D1 - g Q W ® I BETWEEN TOP PLATES 12 \ AND D6E EXTEND DOWN OVER 3 0 2x STUD WALL PER PLAN y FOOTING CONCRETE SLAB PER PLAN tj 41 O O BLOCK ALL PANEL � � � EDGES NOT LANDING ON O VAPOR BARRIER Q _ M 1 O FOOTING CORNER / \ 2x MEMBER PER PLAN _ O 1� TOP/BOTTOM PLATE TO 1 ®2x PT W/ ANCHOR BOLTS y Q ® O STUDS W/ (2) 16d THRU 2 PER SHEARWALL SCHEDULE 0 u FOOTING CORNER FOOTING 'T' 2 STEMWALL CORNER NAILS TYP. (3) 16d THRU 4A m w 0 . ' lO 11 NAIL FOR 5W3, 5W4 SW5 z_ 0 #4 HORIZONTAL 3'-5' FROM SHEAR WALLS TOP OF STEM AND 12' O.G. ° I x� ///// rr J � `A i 24" STEM SHOWN O 30 M IN IMIUM LAP SPLICE O a „� !Lu ��/��/����/�<�` 2x PT MUD SILL WITH L- _///moi//�i/� ������� # 45 11 �i�i�i�i / / / �� // // / 3 lO ANCHOR BOLTS PER � %;�i/�//�//�i/�i/�i/� ;;.. �i/��i/��i/�i, ®4 VERTICAL DOWELS 36 4 VERTICAL REBAR NOT \ O / SHEAR WALL TABLE O.C. IF COLD JOINT. y EXTEND TO 3' OF THE 5HOWN FOR CLARITY \ \ / (MIN OF 2 PER PLATES FOOTING BASE. EXTEND PERSPECTIVE OVERVIEW ��/ ' WITHIN 12 OF ANY 14 MIN. INTO STEMWALL CORNER) MIN 5' FROM `� • «=_ �i ,� ��i 1' EDGE / ° as . ��/� ��� TYP IUN.0) 2 3 ® a \: \=III I IIIT_II�� i I� I 0 (2) #4 CENTERED IN SLAB ON GRADE WHERE 0 O 12' MIN :.Q a 12 SPECIFIED PER PLAN S O FOOTING BUILDING FOOTING AND ROOF STEM WALL CORNER STEM WALL "T' D ® CODE 2018 IBC D D � � 13 DROP JOISTS WHERE MIN. FOUNDATION DIMENSION DRAINS IF REQUIRED O SPECIFIED PER PLAN NUMBER OF FLOORS WIDTH THICKNESS WIDTH WIND D I a I I :. I SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O NATIVE UNDISTURBED SOIL EXP. B 91 MPH ' ` ° " OR STRUCTURAL FILL PER D D a 12 a 13 2 FLOOR 15' 6' 6° GEOTECH SEISMIC DESIGN 45° CATEGORY D / / 3 FLOOR 18' 8' 8" FROST DEPTH BY ROOF SNOW 12 g 6 IBC TABLE 1509.1 JURISDICTION 3 LOAD 25 PF CONCRETE CORNERS D1 POST TO 50FLOOR GIRDER CONNECTION D1 SMEAR WALL NAILING 4 BUILDING SECTION D1 FOUNDATION WITP SLAB D1 13 (I)FLOOR JOIST OR (� 02x STUD WALL PER PLAN ENG. P.E. JOHN H. O LANDING 7 / O DRIVEWAY APPROACH PER 1 O 3/4 T8G SUBFLOOR (UN.O.) DATE 1 O O 2X4 LEDGER W(2) 10d a 6' O ARCHITECTURAL SHEETS 12.0423 O.C. <..::.... .:......::..:..:t.: , ,.:.:. .:..:....., O GYPSUM WALL BOARD 2 3 FLOOR JOISTS PER PLAN REVIEW O (3) 2X12 STRINGERS INSTALLED W/5d COOLER O GARAGE SLAB PER PLAN ® FLOOR GIRDER PER PLAN ZACK C. ® 5-1/2' MINIMUM MATERIAL a NAILS 8' O.C. OR TYPE ANALYST O DIAGONAL BETWEEN RISE s/W SCREWS 6 16' O.C. S 3 O FULL DEPTH BLOCKING JOE G. i ® AND RUN O CONTINUOUS REBAR O REQUIRED AT ALL BEARING UPPER FLIGHT OF STAIRS O 16d NAIL s 12' O.C. (UNO.) PERSPECTIVE (RECOMMENDED FOR IBC 23084.6 SHEET 3 o CRACK CONTROL) a . 11 O SUPPORTED ON 3/4 TSG 2 t>' s O2x PT W1 ANCHOR ad NAILED Q 6' O.0 3 Sd NAIL a 12"O.C. ON ALL / / / PER SHEARWALL BOLTS O O O ®COMPACTED SAND/GRAVEL �i /moi /�i /moi „ a PANEL EDGES 12' O.C. FRAMING MEMBERS NOT AT a ij�/���/jam/j�/j�/jam/\�/j ;; # N N D 1 ® P 4 HORIZONTAL 3 -5 FROM ® FIELD PANEL EDGES (UN.0) O CONTINUOUS BUILDING TOP OF STEM AND 12 O.C. O 2X4 THRUST BLOCK W/10d rO ORIENTATION OF CORNER g �ii��/i��/i��/i�� �� ' N 24' STEM SHOWN OF SHEETS O 6 6' O.C. NAIL TO LANDING O P . FOOTING PER FOOTING STUD MAY VARY O i� �' # ° O DETAIL .� 11 ®4 VERTICAL DOWELS 6 36 PROJECT NUMBER JOIST O3/4' T4 SUBFLOOR Sd NAIL -0 6" O.C. ALL iTi �r O.C. IF COLD JOINT. EXTEND \ o.. ®HOEDOWN PER PLAN �� • 1�== TO 3" OF THE FOOTING 230499 2 FRAMING MEMBERS AT 1 3 2 ® 2X8 LANDING JOISTS PANEL EDGES 412' O.C. a i=1 I � I I=I I1=1 I1=1 I �I I 1=1 I �I I �I i BASE. EXTEND 14° MIN. INSIDE CORNER 2 ° e ' -I I �I III-1 j �I i �I I �I I �'' INTO STEMWALL IUN.0) 12 O g 10d a 6" O.C. RIM TO ON ALL FRAMING MEMBERS C n ° 1 — �\I A\� TOP PLATE NOT AT PANEL EDGES /\ /\/\�\\�\\�\\�\\ a 12 O FROST DEPTH BY w 23 ® LSC AT TOP 8 A35s JURISDICTION S P� :.::...:.:::.: ® ed NAIL 6 6" O.C. (ALL �/\\///\//\//\ >� ;:: MIN. FOUNDATION DIMENSION (2) #4 CENTERED IN FOOTING � a BOTTOM ,� Z PANEL EDGESXUN.0) �� ��\\�\ NUMBER OF FLOORS WIDTH THICKNESS WIDTH NOTCH STRINGER TO REST SECTION /\ \ :'. .' 11 FOOTING AND ROOF 3886 11 �► \/ SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O o STRINGERS SPANNING OVER ON LEDGER p F 6 STEPS MUST BE SUPPORTED DRAINS IF REQUIRED oFs C/ ST -? G I FLOOR 12' 6' 6 ° 2X TREADS W/(3) 10d 2 FLOOR 15' 6' 6° NATIVE UNDISTURBED SOIL SioNALE BEAM ON 4X4 POSTS. 12 EACH STRINGEROO 3 FLOOR 18' 8' 8° 12 OR STRUCTURAL FILL PER POST TO 18 CONCRETE FOOTING (o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT©2021 OR STUDWAEE 13 9 % IBC TABLE 1&09.1 4 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN D T Y D R FAIR LANDING CONNECTION D1 INSIDE/OUTSIDE CORNER D1 CONTINUOUS STRIP FOOTING AT GARAGE ENTRE' D1 FOUNDATION WITH FLOOR JOISTS D1 ������WITWA,Lo�e �a�;CAITI� 26 O MFR GABLE END TRUSS 22) 18) 14) T O SIMPSON DTT2Z DECK O FACE OF FOOTING ® DOUBLE TOP PLATE FLOOR JOIST PER PLAN HANGERS W/ 1/2' HDG ALL SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT rz (UN.O. ON PLAN) O I 1 THREADED RODS AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER O TOP OF SLOPE "u O CONTINUOUS VERTICAL SHEATHING OVER GABLE 3 O DIAPHRAGM OPENING O FLOOR JOIST PER PLAN. AND CIVIL/GEOTECHNICAL ENGINEER C WEB STIFFENERS REQUIRED O H/3 BUT NEED NOT > rh FRAMING PER PLAN O O FOR MFR FLR JST UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO EXCEED 40' MAX Ix ® I/4°x6° SDS SCREW AT 16" O 16" OF BLOCKING W/ 36" APPLICATION HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED O.0 TOP PLATE TO TRUSS C514 STRAP O DECK JOISTS PER PLAN AL D 1 EC PSF OR E G TE WHEN PROVIDED, FOLLOW ® TOE OF SLOPE e s BOTTOM CORD ALL DIRECTION OF THE GEOTECHNICAL REPORT. O SHEATHING PER PLAN PARALLEL FLOOR JOIST FSHEATHING NAILING O H/2 BUT NEED NOT OLOOR w O TOENAIL TRUSS TO TOP PARALLEL JOIST- 6EXCEED 15' MAX" oc. Q PLATE WITH (1) Sd AT 1(o° ® OO O$EAM/DBL JOIST PER PLAN PERPENDICULAR J0I6T:3"oc j ® FACE OF STRUCTURE O ON CENTER ® ® HGA10 OR A35 AT 32' O.C. AROUND OPENING (TYPICAL O DOUBLE BLOCKING 2 I ALTERNATIVE TO NOTE 4 4 PLACES) (UN.O. ON PLAN) 2 REQUIRED FOR z SDS SCREWS (o ® BLOCKING FOR STRAP PERPENDICULAR NOTES I I INSTALLATION W/ 1/4"x2 -1/2'j SDS SCREWS -INSTALL SCREWS UPWARD _ a ° O THROUGH TOP PLATES INTO (o TOE NAIL BLOCKING TO - CENTER OF BOTTOM TRUSS @ c c o O PLATE W/ (2) 16d NAILS �� ° N e E �r 05 05 �— � 0 � .�awo��oo CHORD. 5 �_� a >@�o EXTEND 12 6 BACK 2 JOIST BAYS -BRACE TRUSSES PER $CSI. Q= a N c J 2 c@ 3 T CONSULT TRUSS MANUFACTURER A N Y '28 T c FOR BRACING REQUIREMENTS. PERPENDICULAR FLOOR JOIST II a � N O N ° O U � C C NOT REQUIRED FOR EC ENTIRELY' UNDER 3,0 ,ABOVE RADE `, 0 N a Q U U- U a N@ J. y 2 m c o 26 22 18 IBC FIG 160a.1.1 14 @ a ° n a G,48LE END TO SHEAR WALL ATTACHMENT D2 LARGE PAPHRAGM OPENING D2 LATERAL DECK CONNECTION D2 FOUNDATION CLEARANCE FROM SLOPESul D2 � 27 THE TRUSS DESIGNER'S GABLE END BRACE 23 1 J 15 / DETAIL TAKES PRECEDENCE. USE THIS O N DETAIL IF THE TRUSS DESIGNER DOES NOT 2x6 MINIMUM BLOCKING w a° 5 BETWEEN TRUSSES OR MINIMUM OF (4) DttIZ OR SIMPSON DTTIZ DECK O � 3/4" TSG PLYWOOD � `° 1z: PROVIDE A GABLE END BRACE DETAIL SUBFLOOR '8 � N $ RAFTERS, NAIL ROOF O 3x MEMBER AT ADJOINING (2) DTT2Z PER DECK TENSION TIE _ m SHEATHING TO BLOCKING PANEL EDGES FOR 5W2, PER IRC 502.4 o C) W/ ad 6 3" O.C. � / � / � / SW3 AND SW4 SHEAR WALL O (6) *9 x 1-1/2 SIMPSON SD O SHEAR WALL NAILING PER M N � a SCREWS (SHOWN) OR PLAN e SECTION W/ 3X STUD SECTION W/ (2)2X STUD SECTION W/ 2X STUD (8) 0.148' x 1-1/2' NAILS 0 (6) 10d NAILS (SWI ONLY) O 5W2 SHEAR WALL ad NAIL: �J' 3 FLUSH DOUBLE 2x JOIST � O 4' EDGE - 12' FIELD O DECK JOISTS PER PLAN O OR MFR DOUBLE JOIST r I O 2x6 DIAGONAL 50 SHEAR WALL ad NAIL: WITH WEB STIFFENERS OR ° ° ° BRACING SPACEDna 12' \ 3' EDGE - 12' FIELD ® 3/6" SIMPSON HDG LAG S BEAM PER PLAN ° ° ° O.C. ATTACHED W/ (3) 1 6W4 SHEAR WALL aD NAIL: SCREW WITH HDG WASHER O 16d NAILS (o j 2' EDGE - 12° FIELD OR SDWH TIMBER -HEX 0 ® FLOOR JOIST PER PLAN ® BC HDG SCREW (SHOWN) INTO SIMPSON GO -rl I (INSTALLED IN PAIRS) 2 O x/16' OSB SHEATHING STUD/POST PER SHEAR ® O HEADER PLATE, STUDS, OR O WALL SCHEDULE �I �J—' 2 , Oj DOUBLE TOP PLATE ® 2x MEMBER FOR SHEAR FLOOR JOIST PER PLAN SP ® SPTC48$3 (WHEN 3 WALLS MID PANEL (FIELD) O ECIFIED ON PLAN) 3 ® GABLE END TRUSS O (2)GSI4 OPTION SHEAR WALL PER PLAN ® FLASHING BY OTHERS - 0 SHOWN FOR REFERENCE (36" MIN LENGTH, WRAP � 2x4 BOTTOM CHORD i° TRUSS BRACING a' ® (2) 2X MAY BE USED IN 311 MIN. THREAD ONLY AROUND BEAM) 9 MINIMUM 'a 48° O.C. ALONG PLACE OF 3X PER SHEARJOIST HANGER AND ® la' MIN t0 STUD WALL WALL BELOW. ATTACH TO WALL NOTES PENETRATION LEDGER ATTACHMENT (C514 OPTION ) EACH TRUSS SWI SHEAR PANEL PER PLAN W/ (2) 16d NAILS FOR COMPARISON O NAIL SHEATHING TO BEAM. 4 6W2, 6W3, OR 6W4 OPTION OF (1) DTT2Z IN DO NOT BREAK SHEAR PANEL LIEU OF (2) DTTIZ SHEATHING NOT REQUIRED FOR DECKS ENTIRELY UNDER 3011 ABOVE GRADE 27 23 C -C 2021 (WOOD CONSTRUCTION CONNECTORS), FADE 295 19 15 J G,45LE END BRACE 22 5W2, 51,113, 5W4 5HEAR WALL NAILING D2 LATERAL DECK CONNECTION - DTTIZ D2 5HEAR WALL AT 5EAM D2 Q Lu 28 O FASTENER PER PLAN 24 20 16 O WALL FRAMING Co K / / \ O SHEATH UNDER OVERFRAMING O EXTEND STRAP ON PONY Z Imm 0) I O 2 STUD t0 MATCH GIRDER PLY (UN.O WALL TO FLOOR ABOVE V Ln ON ENGINEERING SHEETS) (o O 2 2x4 RAFTERS 6 24' cc O WITH AN M6TC52. 01/2" MIN FROM CORNER Q c0 p O SUPPORTED At 6' MAX W/ CENTER STRAP ON Q fto Z (y) e° ° a ° e ° a ° . o0 5IMP50N LGT2 5IMP50N MGT W/ HDU ALLOWABLE UPLIFTS FASTENERS HF/SPF SDWC SCREW 485 H1 425 H2.5A 535 H10A 1015 H10A-2 930 G Y 1620 LGT3-6D52.5 (3)PLY 2505 G -D3 Y 2920 MGT (2)PLY 3300 (I)VGTR/L (2)PLY 1600 (2)VGTR/L (2)PLY 3990 (I)/GT (2)PLY 3555 (2)VGT Q)PLY 5110 _(2)VG (3)PLY 6400 HGT-2 (2)PLY 6485 HGT-3 (3)FLY 9035 - Y '3250 2x4s ON TRUSS CHORD. JOISTS AS SHOWN ° � 2x6 RAFTERS a 24' oc 3 WHERE FOOTING SECTION °° °° O FOUNDATION04RE5AMARE (a � 0 2 SUPPORTED AT S' cc MAX W/ S OO W 3 I Fcr�oN ° ° 'A' IS MORE THAN 8' ° o o � POST TENSION 2x6's ON TRUSS CHORD. 3 PROVIDE 4' CS16 EACH ° o 0 0 0 0 w O (2) 2x6 VALLEY BOARDS U.N.O.SICOMMON NAILS DE OF SPLICE W/8 -16d ° ° ® ° ° ° ° O 24" MIN REBAR LENGTH ° Z J NAILED TO EACH TRUSS ; . � ° ° ° ° O W/ (3) 16d NAILS. / GR,gDE a . ®TOP PLATE SPLICE LINE o o °°o ®NOTE: HOEDOWNS At L CORNER ARE SPACED ®2x6 RIDGE BOARD U.N.O.° / a (2) 2X PLATE °° 1/2" FROM EDGE. \ / O ROOF SHEATHING PER PLAN a ° a S ® HOEDOWN PER PLAN O 2 — ® VENTILATION ACCESS PER a d a O ° ° ° 3 O CLEAR SPAN Il' MAXIMUM. PONY WALL SHEATHING FOR TYPE RJ HOLDOWN BUILDER 22-I/2°x48' MAX a 8"�j/ (o SHEAR NAILING TO MATCH ° ° ° , 0 FOR NON RJ HOEDOWNS DIMENSION.a a WALL ABOVE a ; 2 BUILDING d ®6' MAXIMUM PONY WALL COMPRESSION BLOCKING CODE 2018 IBC gOHDU HOLDOWN ® 0 (WHEN SPECIFIED) O (2) ad NAILS a S' O.G. OR WIND $9l MPH -VALUES BASED ON SIMPSON STRGNCs TIE FASTENER ° ° v �'eOsr® STUD PACK OR POST PER I 16d 16' o.c. SEISMIC DESIGN REt� IQU REMITTS�T-ORR FASTENER INSTALLATION.FOLLOW ER R I I ° $ IN r PLAN I F� N BUILDER t0 DETERMINE CATEGORY D 6 TALL STEP TO RETAIN STHD STHDRJ IF STHD OR STHD/RJ IS ROOF SNOW SIMPSON VGT DOUBLE INSTALLATION SIMPSON VGTR/LEXAMPLE RESIDENCE 48' SOIL MAX APPROPRIATE. W/ (2) HDU4 W/ HDU4 ��,� LL� „2 20 16 LOAD 25 PF TRUSS UPLIFT CONNECTORS D2 OVERFRAMINC D2 STEP FOCTINC3 4 PONS' WALL FRAMING D2 5IMP50N STPD D2 29 25 21 1 / O SHEAR WALL NAILING PER ENG. P.E. JOHN H. PLAN DATE - - ' - - - - '� F 00 T USS SI _ ® �. O SILL NAILING TO RIM 120423 O L R R ZE 0 (2) 2x4 LAMINATIONS W/ (ll O (S) 16d NAILS STAGGERED . $ 16d 4' O.C. REVIEW SPACING PER PLAN = ROW OF STAGGERED 10d ¢ AT EACH SIDE OF TOP s 3 STRAP WHEN SPECIFIED ZACK G. �e N COMMON WIRE NAILS a 12 oc MSN LP pO PLATE SPLICE. O ANALYST ONAIL MFR BOX TRUSS TO N �LarF S��/C a ® DOUBLE RIM JOIST JOE G. DBL TOP PLATE W/ ad a 6 (2) 2x6 LAMINATIONS W/ (2) ' _ _ O 2 4 F 0 (3) 16d NAILS STAGGERED 00 REQUIRED FOR 5W2 OR SHEET O.C. (UN.O.J n, N ROW OF STAGGERED 10dAT EACH SIDE OF BOTTOM GREATER SHEARWALLS COMMON WIRE NAILS 's 6" oc PLATE SPLICE. EACH SIDE O I O ATTACH FULL DEPTH O INTERIOR SHEAR WALL °� ° - 3 O (2) 16d NAILS -a 16° oc INTO BLOCKING TO DOUBLE TOP D2 NAILING 4 SHEATHING PER 1„ 2' 1/2 1` O (3) 2x4 LAMINATIONS W/ (U I STUDS PLATE W/ (2) 10d 's EACH ° ° PLAN. ° ROW OF STAGGERED 30d ° ° 1 COMMON WIRE NAILS 6 16'0 - SIMPSON 36” C514 MAY BE ®FBLOOR AY JOIST PER PLAN 60F 8 SHEETS I 2 °2 NAIL SU$FLOOR TO ° - O USED IN LIEU OF NAILING AS ® NAIL SUBFLOOR TO PROJECT NUMBER O EACH SIDE BLOCKING W/ ad 6' O.C. 1-I ' - - IND ICATED.(NOT SHOWN FOR O BLOCKING W/ ad 6 6" cc 230499 O ° (UN.0) � O ST30d STUD CLARITY) 9 (UN.0) ° 2 ' 1/2ROWS OF STAGGERED �' I` ® STUD WALL OR BEAM PER COMMON WIRE NAILS S oc PLANW Aft 1-1/2 EACH SIDE O x/16° OSB SHEATHING TO �oy `" 3 1-1/2" S UNDERSIDE OF FLOOR �P NOTE: PLATE SPLICE JOISTS I APPLIES WHEN NO OTHER ® SDWC EACH STUD t0 DBL 378 Lv SPLICE IS INDICATED. TOP PLATE. SDWC FLOOR 0, �Fo/STER�o O� 3 2 JOIST TO DBL TOP \ F-S/ONALE` jj DTT2Z AT CANTILEVERED WALL ENDS WHENPLATE/BEAM. (4 SDWC TOTAL) WHEN HOEDOWN SPECIFIED (UN.O.) SPECIFIED COPYRIGHT©2021 29 1R we 533 PIGWm 5c 4 25 21 17 HODGE ENGINEERING INC. THIS DOCUMENT WAS BEEN D T Y D R INTERIOR 5HEARWALL TO PERPENDICULAR FLOOR TRUSS ,480VE D2 NAILING SCHEDULE FOR BUILT-UP COLUMN D2 PLATE SPLICE D2 CANTILEVERED 5HEAR WALL D2 �RT����W'T�AR��B T��I���I�I� 42 34 v- UNRESTRAINED RETAINING WALL SCHEDULE H W T VERTICAL B K D 6' 8' V 04 a 12' OC 40'31 WITH FOOTING REBAR 4' 6'I'-8' 8' 12' 05 a 10' OC 4'-9' 7' 4- 6'1'-10' 8' 12' 85 a 9' OC 6'-3' 14' 1-3/4' 6' WALL VERTICAL AT 1-3/4" FROM FACE CONCRETE (f'c) = 2500 psi O HORIZONTAL REBAR —G) REBAR (fy) = 60 ksi 04 REBAR AT 10'cc PASSIVE SOIL = 250 pcf EXTEND SHEATHING TO TRUSS BOTTOM CHORD D3 ACTIVE SOIL = pcf SOIL BEARING = 15 1500 psf O REBAR SPLICE 30' FOR #4 REBAR, 38" FOR *5 REBAR CHORD WITH FOOTING REBAR e O #4 HEEL REBAR a 12" O.C. D (8'-10' WALL VERTICALS 1-3/4" FROM SOIL FACE) ® BACKFILL WITH 12" MINIMUM FREE j DRAINING SOILS. 12' OF DRAIN FILL W/FILTER FABRIC 2 O KEY (NOT REQUIRED IF SLAB PRESENT AT FOOTING) ® FOOTING 12' MIN BELOW GRADE. • ' "' / BELOW GRADE IS NOT REQUIRED IF SLAB PRESENT 1 FOOTING TO BEAR ON 3 O FOOTING REBAR 04 a 10' O.C. FIRM UNDISTURBED 8 WITH 3' COVER NATIVE SOIL OR ® KEYWAY REBAR TO MATCH B ENGINEERED FILL VERTICAL REBAR SPACIN 30 O FOOTING SIZE AND REBAR SCHEDULE PER PLAN O POST OR STUDS PER PLAN O FOOTING PAD CAN BE PLACED BELOW THE CONTINUOUS FOOTING, IF PREFERRED 42 r 38 IBc 1501.22 34 30 D3 D3 UNRESTRAINED CONCRETE WALL - 40 FF SURCHARGE - 2018 IBC D3 WIDENED FOOTING (OPTION) D3 43) 39 35 31 , o SHEAR WALL PER PLAN (;)2x4 PRESSURE BLOCK DRAINAGE - EXTERIOR GRADES ADJACENT TO THE WALLS OF THE HOUSE ARE TO BE S!_OPED 2 W/ (2) 10d TOE NAILED EACH END AWAY FROM THE STRUCTURE TO ACHIEVE SURFACE DRAINAGE. SUBSURFACE DRAINS AT OR 2x BOTTOM PLATE PER BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING SHEARWALL SCHEDULE WALLS OVER 3 FEET IN HEIGHT. DRAINS ARE TO CONSIST OF RIGID PERFORATED 4" PVC PIPE SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 5% FINES. PLACE 4 ®3/4" T8G FLOORING A NONWOVEN -GEOTEXT ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE OTRUSS/RAFTER PER REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE 11 PLAN THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE , ®HI EACH TRUSS (UN.O.) BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. �� O x/16' OSB W/Sd 6 "O.C. � PANEL EDGES 12'O.C. THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS FIELD OR GWB W/ AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW GRAVITY 1-5/8" SCREWS. 0 0 I5CHA AWAY FROM THE STRUCTURE. TH FO AT IONS A TO LOCATED ON THE g ® HANGER PER TRUSS D RGE R EE PER R RE BE ED E MFR LOWER PORTION OF THE PIPE. 5)2x6 BLOCKING W/ 16da6'O.C. TO TOP RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH ® PLATE THICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT SUCH A5 MIRA-DRAIN (000, _ ®BEAM/RIM JOIST PER OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS PLAN. EXTEND SHEATHING OVER FACE (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). THIS DRAINAGE MATERIAL IS TO TIE INTO 9 OR 2X10 BLOCKING THE FOOTING DRAIN SYSTEM. / BETWEEN CONTINUOUS � (STUDS ROOF AND SURFACE RUNOFF ARE NOT TO BE DISCHARGED INTO THE FOOTING DRAIN SYSTEM„ 2x6 PRESSURE BLOCK 43 39 AND SHOULD BE HANDLED BY A SEPARATE RIGID TIGHTLINE DRAIN SYSTEM. 35 W/ (2) 10d STAGGERED AT 6' O.C. D3 (D39 CONCRETE WALL DRAINAGE D3 I JACK TRUSS SWEAR TRANSFER D3 m EEO EEO Ell HDU2 $ HIDU5 CONNECTION OCONCRETE STEM WALL PER PLAN O5IMP50N HDU2 OR HDU5 HOLDM PER PLAN O 1*4 REBAR FOR TOP REINFORCEMENT ® 5IMP50N 555/8x24 ANCHOR O SIMPSON 66T516 OPTION FOR HDU2 APPLICATIONS ® MUDSILL W/ ANCHOR BOLTS PER PLAN O DOUBLE STUD W/ 16d a 16' O.C. OR (2)6d a 8' O.C. ® NO RIM REQUIRED WHEN SLAB ON GRADE 36 45 41 37 TRUSS SECTION r 33 D3 O EXTEND SHEATHING TO EXTEND SHEATHING TO TRUSS BOTTOM CHORD D3 RAISED HEEL TO SWEAR WALL CONNECTION D3 LOWER TRUSS BOTTOM CHORD O ATTACH ALL ADJACENT O TRUSS CHORDS WITH (3) 1/4'x3" SDS SCREWS O BLOCKING BEHIND SHEATHING CUT FOR FLASHING EXAMPLE RESIDENCE 32 ad 16d 33 SEE SHEARWALL TABLE FOR ADDITIONAL NAILING DECK LEDGER CONNECTION QE: � O N O �02 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR u * O 2X SOLE PLATE TO RIM W/16d a 6' O.C. U.N.O. F 0 3/4 TAG TO RIM: Sd a 6" O.C. O 2X OR MFR FLOOR JOIST ®RIM TO MUD SILL W/16d a 4" O.C. U.N.O. O ANCHOR BOLT PER PLAN ® SHEATHING TO STUD SEE SHEAR WALL SCHEDULE 0 (3) SDS 1/4'x3-1/2' SCREWS STAGGERED a 16' O.C. INTO STRUCTURAL 2x OR STRUCTURAL RIM ® CONCRETE FOUNDATION O DECK JOISTS PER PLAN ® 3/4" T8 G FLOORING � / 32� O MANUFACTURED ROOF TRUSS WITH ENERGY HEEL (IF PRESENT) O SHEAR WALL NAILING PER PLAN 0 1/16' OSB OR SMART SIDE PANEL BLOCKING W/ 8d a 6' cc INTO DOUBLE TOP PLATE 8 TOP CHORD BIRD BLOCK ® ROOF SHEATHING PER PLAN W/ Sd a 6' cc INTO BIRD BLOCK BLOCKING. O SIMPSON H1 CLIP. TYPICAL AT ALL TRUSS BOTTOM CHORD TO DOUBLE TOP PLATE INTERSECTIONS ® SOFFIT MATERIAL (IF PRESENT) 45 r 41 37 TRUSS SECTION r 33 D3 D3 EXTEND SHEATHING TO TRUSS BOTTOM CHORD D3 RAISED HEEL TO SWEAR WALL CONNECTION D3 o a 0,75 r=o � ;Cg0 mino0= u PC') - r -I N - r -I N BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25F j 5PSF ENG. P.E. JOHN H. DATE 12.04.23 REVIEW ZACK C. ANALYST JOE G. SHEET D3 70F 8 SHEETS PROJECT NUMBER 230499 COPYRIGHT© 2021 1-IODGE ENCaINEERING INC. THIS DOCUMENT NAS BEEN D T Y D R WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY T�E JURISDICTION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES �0� ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC: SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 411. ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN IN SUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO. 400 SIEVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #4, 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d MAX. 2-1/2 MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS 4 BOISE CASCADE RATIO FLYASH (PCY) SIZE (IN) MEMBER (1) MATERIAL PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 -- 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 END NAIL 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #4, 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI -95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 2" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS ITEM PRESERVATIVE CONNECTORS &TREATMENT APPLICATION SPECIFIED MATERIAL (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA 2X, 4X, 6X OR GLULAM TRUS-JOIST BOISE CASCADE LEDGERS ON (FIR) 16d @ 6" O.C. MEMBER CONCRETE OR PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (3)16d 2x GANG LAM 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) Fb=1700 PSI Fb=2250 PSI FACE NAIL 2X, & 4X (CEDAR) 2x SCL GALV (G90) POSTS &LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) E=1300 KSI 6X OR GLULAM E=1500 KSI END NAIL (2) 16d (CEDAR) Fv=400 PSI GALV (G90) Fv=275 PSI TOENAIL (3) 10d RAFTERS, OR RAFTER TO 2" RIDGE 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G -P -LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI AT INTERSECTING WALL CORNERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI (2" TO 2" HEADER) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI TOP PLATE TO TOP PLATE 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2 -PLY G -P -LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI BAND JOIST (NOT AT BRACED PANEL) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST AT BRACED PANEL Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI STUD TO TOP OR BOTTOM PLATE 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI JOIST TO STILL, TOP PLATE OR E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI RIM JOIST/BAND JOIST OR BLOCKING Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 2" SUBFLOOR TO JOIST OR GIRDER 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* (PLANK &BEAM -FLOOR &ROOF) Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BRIDGING/BLOCKING TO Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM PRESERVATIVE CONNECTORS &TREATMENT APPLICATION SPECIFIED MATERIAL (1) FASTENERS (2)(3) FOUNDATION SILL BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) 16d @ 6" O.C. AND WEB FILLER CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE GALV (G90) POSTS &LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2) 16d (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3) 10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2) 16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3) 10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8)16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (MIN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2)16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2) 16d TOP OR BOTTOM PLATE STUD END NAIL (2) 16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER RIM JOIST/BAND JOIST OR BLOCKING TO TOP PLATE/SILL/FRAMING BELOW TOENAIL 8d @ 6" O.C. 2" SUBFLOOR TO JOIST OR GIRDER FACE NAIL (2)16d 2" PLANKS FACE NAIL, EACH BEARING (2) 16d (PLANK &BEAM -FLOOR &ROOF) BUILT-UP GIRDERS AND BEAMS FACE NAIL AT TOP AND BOTTOM 20d @ 32" O.C. 2" LUMBER LAYERS STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS JOIST TO BAND/RIM JOIST END NAIL (3)16d BRIDGING/BLOCKING TO TOENAIL, EACH END (2) 8d JOIST, RAFTER OR TRUSS CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE ADDRESSED ON THIS ENGINEERING. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IBC 2303.4.1.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. J Lu ca K lorm m Ln W Q v coo _ja� 0 W W m 1n 14A I0 BUILDING CODE 201015C WIND EXP. 8 9l MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H. DATE 12.04.23 REVIEW ZACK C. ANALYST JOE G. SHEET Nl 80F 8 SHEETS PROJECT NUMBER 230499 COP1'RICsNT©2021 I-IODCaE ENCaINEERINCa INC. THIS DOCIMENT NAS BEEN DIGITALLY SIGNED f�R WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY 8E REl'IOvED BY THE JURISDICTION