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MW 10 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER SITE CRITERIA 51MP50N PRODUCT DESIGN WIND WIND (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) 661x30' U.N.O. CATEGORY DETAIL CALL -OUT POST PER PLAN OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x(o MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 14 D2 �A c 1 IN N 2x8 PT HF 12 FLR JST 16" O.C. W/ LU526Z HANGERS (M2) 5TH51 a-► EXPANDED PAD NOT 34 REQUIRED BY ENGINEER D3 55 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP OPTION OF ENSURE VENTS ARE NOT AT HOLDOWN OR (1) DTT2Z IN LIEU POINT LOAD LOCATIONS (TYP) OF (2) DTT1Z 30'-0' ol 1'-0' ' 23'-0 7 e- 24 30 STHp 14RJ STHD 14RJ STHp 14RJ ryP — — — — — — — — — — — — — — `ry — — — — 31 i -------------- -------- D3 i I ��+6 N � I CIRAWL&EACE 24 - I X 241<r `'+6 32 I I 24 4x4 POST I I Iw P BUZ D3 "I I a�eo+61 -3' ,� tiSTHD 141RJ I 24 24 II DBL �) D2 I I JOIST / f I ION. I I I D I I I I �z LL I I ul� o� I I DU @� I I x I I � 24 I I D I 2x10 HF#2 FLR JST /,�D 1(o" O.C. (MI) 6 � 24 DIMEN51ON5 PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION CONCRETE AGGREGATE <;\1 BASE AND REBAR BY+�Il OTHERS I 24 I I 8 w24 I BLOCKING RESTRAINT AT J015T END 4 EACH r INTERMEDIATE SUPPORT (SEISMIC ZONE D 8502.1) r 24 5THD 14RJ r tt r e = = 1 ----------------------------� I I O I I 2x6 of 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) 04 REBAR AT DOOR OPENINGS. (IBC 4062.4 - GARAGE FLOOR SURFACES) ----------7-------- 5THD 14 5THD 14 5THD 14 1'-102' I6'-3" D1 10'-0' 5 20'-011 Til 30'-0' W/ S' STEM AT PORTAL FRAME I I I I E I Emmm■ .r+ HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* SNOW HDU5 - HF MEMBER 43400 o.ol (14)-6DSY4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" EXAMPLES �� MIN. I � N/A (20)-SDSYa x 2,2' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* Emmm■ .r+ HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* SNOW HDU5 - HF MEMBER 43400 N/A (14)-6DSY4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" EXAMPLES �� MIN. e HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 2,2' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* HOLDOWN/STRAP MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 661x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 55160' URO. HDU14 - DF MEMBER 144450 12K CAPACITY POST PER PLAN 5THD14/5THDI4R) - 3500* (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' PER MFR N/A N/A MSTC6653 - 4490O PER MFR N/A N/A C514 - 2490" (18) 8d EACH END N/A N/A HOLDOWN NOTES: (U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMRSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) 3/4' T&G UNBLOCKED PLYWOOD OR OSB GLUED AND NAILED W/Sd 0 6"AT DIAPHRAGM 5OUNDARIE5 AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) \5THD14 16 1'-102' D2 5 W/ S' STEM AT PORTAL FRAME RETAINING WALL DETAILS FOR STEM WALL5 OVER 48' U.N.O. 2627 D2 AJD2 20 D2 STEP FOLLOWING GRADE �IAIN FLOOFR FFRA�IING FOUNDATION FLAN ENGINEEFRING FOOTING PAD 6CHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION MEMBER 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN LIV 2BK CAPACITY SNOW OR 4.0K CAPACITY 24 24°x24"x6' W/(2) *4 EACH WAY DESIGNATORQ' 5BK CAPACITY EXAMPLES �� POST PER PLAN e 30 5HEARWALL DESIGNATOR SulI°a 0 HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DESIGNATOR 5TH014 ® 5.5K CAPACITY (210614s C514 DETAIL CALL -OUT POST PER PLAN 1 36 D1 36'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' Wl(7) *4 EACH WAY El 2 I CAPACITY &0'x60'x14' Wl(8) *4 EACH WAY 33K CAPACITY -72"x-12'Aro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35, OR MBB 1 5 U.N.O. A Q e REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM LEGEND POINT LOAD KEY MEMBER RX FACTORED DEAD 1.0 6.0 LIV 2.0 SNOW 3.0 STUD/COLUMN DESIGNATORQ' EXAMPLES �� e Oo 5HEARWALL DESIGNATOR SulI°a 0 HOLDOWN/STRAP DESIGNATOR 5TH014 � u5 (210614s C514 DETAIL CALL -OUT 1 D1 50U,45H BLOCKING O STUDS) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. Digitally signed by John Hodge Date: 2023.08.15 09:06:56 -07'00' BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN N. DATE 08.152023 REVIEW IAN H. ENGINEER ZACK C. SHEET S1 1 OF10SHEETS PROJECT NUMBER 230347 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER UTAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (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 M DETAIL CALL-OUt CATEGORY 1 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ENGINEERED U51NG BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY THE TRUSS CO, JOB NUMBER J`1124930F, DATED 009122. CHANGING iRIISSES INVALIDATES THIS ENGINEERING 33 D3 ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BT THE TRUSS CO. JOB NUMBER J1124133a, DATED m83122. CHANGING iRL155E5 INVALIDATES THIS ENGINEERING TRU55 FASTENER SCHEDULE: A35 6 32' cc OR 51DWC 6 a 1(o" OC. (TYPICAL AT ALL CABLE ANDS) NI -TYPICAL AT ALL TRU55 TO PERPENDICULAR ?OP PLATE LOCATIONS lUN.0) (2)P25s -TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR ?OP PLATE LOCATIONS (UN.O.) l(ox]2 DF*2 (ulv EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI LOUJEfR Of= 4 I I N G GR V I T:""0IIN DO NOT &CALE(1/4 11 = V) BLOCKING RESTRAINT AT JOIST END e EACH INTERMEDIATE SUPPORT (5E15MIC ZONE D R502.1) PROVIDE ALL SINAL 5HOF DRAWINGS 70 HODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DR4WINCs5 DIFFER 5TRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND 51RACE JOISTS AND TRUSSES PER MANUFACTURER STALL 5IMP50N L5TA STRAP /a BACKSIDE ROWS Ibd SINKER s 3110.G. ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � DESICaNAtOR ry+" EXAMPLES10 SHEARlUALL DESICsNAtOR � o°a HOLDOUJN/StR4P DESIGNATOR STNDI4 va (zx.6ws c514 DETAIL CALL-OUt 1 D1 00 Z 0 W w F -4 milmoll rl� - L h�C C 0 wI rte3 Q 0) -'- N 0 tO rr U N 7'0N fii •L N � a) O N O cLU �o w2��Q�� J L L _rC (Co) g a >oCZ 0 0. f6 a) N VO V CC 0 0 zQ N N QEN a N C f6 ~ 0 O a) U i L U C r- 00 -Ca o N C m .�� O a >, O OQ t N O U (a N .5c)op N 0 0 N c C L Q E CU N N N E m N Q U U j, O �oCa)aa)) BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN H. DATE 08.152tD23 REVIEW IAN N. ENGINEER ZACK C. SHEET z OF1 0SHEETS PROJECT NUMBER 230347 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (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 M DETAIL CALL-OUt CATEGORY 1 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES v lj- 121. 00 v LL WHEN RAISED HEEL TRU55 TYPICAL AT ALL GABLE ENDS y - ROOD � IING,4VIT:""' �0,4� �N IN�� IN DO NOT &CALE(1/4 11 = V) PROVIDE ALL FINAL SHOP DRAWINGS TO NODGE ENGINEERING AS SOON AS COMPLETED. IF DE51CsNER'9 DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO, JOB NUMBER J11241330, DATED 083122. CHANGING TRUSSES INVALIDATES THIS ENGINEERING TRUSS FASTENER SCHEDULE: A35 s 32' cc OR 51DWC 6 s 16' OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR ?OP PLATE LOCATIONS (UN.O.) 12JH2.55 -TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � DESICaNAtOR ry+" EXAMPLES10 yo SHEARlUALL DESICsNAtOR � o°a HOLDOUJN/StR4P DESIGNATOR STNDI4 va (zx.6ws c514 DETAIL CALL-OUt 1 D1 00 Z 0 W w F -4 milmoll rl� - L h�C C 0 wI rte3 Q 0) -'- N 0 tO rr U N 7'0N fii •L N D N O N O cLU �o w2��Q�� J L L _rC (Co) g a >oCZ 0 0. f6 N N VO V CC 0 0 N N Qz Q E N N N C f6 ~ O N U L L U C 0 0 c o N C m E .� �'� O a >, O OQ t N 0O U (6 N .- N N Q U U C U 70 N(a j, O NC LO '� N N BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN H. DATE 08.152tD23 REVIEW IAN N. ENGINEER ZACK C. SHEET 3 OF1 OSHEETS PROJECT NUMBER 230347 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER 5TH[)14fRJ SU11 UJ 5THE)l4fRJ SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (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 M 551x30' U.N.O. CATEGORY (HF x 0.93) ASU11 OWNER PER OWNER OWNER 16d Is 6' O.C.�16d RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 5TPLD14RJ NDU5 Luui3 NDU5 34 r29 D3 D2 SB 5/844 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOUIN LOCATIONS. TYP EXTEND HEADER OVER PORTAL FRAME PER DETAIL 50I VAIL SHEATHING TO ALL AMING MEMBERS USING Sd W/ 3' GRID PATTERN. SWI DININCs 5THLD141RJ 5THDl4fRJ GREAT RM KITGI-ISN F O O � o CsARACsE 6w] 00 O SWI i EXTEND HEADER OVER � PORTAL FRAME PER DETAIL 5/DI � INSTALL 5IMP50N L5TA m m m m m m m - m m 5TRAP 6 BACKSIDE %-- 5THE)14 5 5THD14 5THD14 rows i6d 5INKER s�o.c. D1 D1 1"1,4FLOOR �,4T� ,4� �N I� IN1N F -.)C NOT 5CALE(1/4 11 = V) 311o.c. NAILING -CONTINUOUS SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS SHEATH ALL EXTERIOR WALLS AS CJwi UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM NOLDOI.UNS 5THLD14RJ SU11 ui I 5w] 5THD14 ]ROOF 5PEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAIN R,gtlNCs (UP t0) THICKNESS ANCHOR 5OLT 40 PSS 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R503Z.I.IfU Ld=:: qZ,- I k' ow I Z -A lem DO NOT 5CALE(1/4 1' ) SHEATH ALL EXTERIOR WALLS AS CJUj I UNLESS NOTED OTHERWISE. U ----- =:F;R - ----- =NG ING fR DO NOT 5CALE(1/411=1') SHEATH ALL EXTERIOR WALLS AS CJ�� UNLESS NOTED OTHERWISE. SHEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR 5OLT I CAPACITY(PLF) SHEAR WALL APA RATED SPACE f 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-$D$ J14'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 933510 (HF x 0.93) ASU11 1/1(01065(2) ONE SIDE Sd IT 6' O.C. 2x STUD 16d Is 6' O.C.�16d � 16 O C. 5/8' � 48' O.C. 1/2 � 36 O.C. 2601365 5THD14/5THDI4RJ - 35000 (2) STUDS U1/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR SU12 A 1/1(01055 ONE SIDE 8d G 4' O.C. 3x STUD (2) 2x STUD 16d G 4' O.C. (2)�16d 16 O.C. 5/8' tv ,s 40' O.C. 1/2 28 OC. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)�16d a 16 O.C. 5/8' -9 24' O.C. 1/2 s 11 O.C. 41301685 AW4sONE 1/1(01055 51DE ad G 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 SUS 1/1(01055 50TH 51DE$ ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' 1, 12' O.C. 1/2 8 O.C. 980 / 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 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 HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEM5ER5. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) 5ASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO 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 DOU5LE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS $HALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 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)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Yio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY 5E SHEATHED WITH PEWOWANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLT$ NAILS SCREWS CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* MIN. U� HDUS - HF MEMBER 58200 N/,4 (20) -SDS Y'x 2Y' TO (2) STUDS 65T528 OR $51/8'x24 HDUS - DF MEM5ER 18100 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J14'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 933510 1 HDU14 - W MEMBER 92600 N/A (3(o) -SDS Y4'x 2Y2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEM5ER 14445* 5THD14/5THDI4RJ - 35000 (2) STUDS U1/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) ad EACH END N/A N/A HOLDOUJN NOTE5: (l) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHOR$ WITH ENGINEER'5 APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEVD Z.O 6.0 SNOW 3.0 SCUD/COLUMN � DESIGNATOR EXAMPLES U� SHEARUJALL DESIGNATOR � SwI O HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL GALL-OUt 1 D1 L c� a fii •L O � N O O a) �o w 2c�Q�0�o i6 J L L0 � a> c O c c ��ooc�.a) _ (1)f6 N N V o N�� O'er O V� 0 0 � � � ' a � 2 f6 ~0 O N U L L '0 -Fu E�' '>L>, Co t c o 0c o N c c t N O U N 'C 0 N-0 N O ��N� 0�ci Q :3 a) � N Q U U U 7" N j, O 2 c cc o a U) N 70 U Q 7 BUILDING CODE 201a 15C WIND EXP. B 9� MPN SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSS ENG. P.E. JOIN H. DATE 08.152tD23 REVIEW IAN N. ENGINEER ZACK C. SHEET 4 OF10SHEETS PROJECT NUMBER 230347 GOPI'RIC�Nt cQ2023 I-IODCxE �NCxINE�RINCx INC. D Y Ub4G 196-23-D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (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 M 551x30' U.N.O. CATEGORY (HF x 0.93) SU11 OWNER PER OWNER OWNER 16 6 d Is ' O.C. RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES BLOCKING RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (SEISMIC ZONE D R502.1) W/ S' STEM AT PORTAL FRAME W/ 8' STEM A7 PORTAL FRAME SINGLE SIDED PORTAL FRAME 3fR[:) C fR Of=TION MAIN f=LOOfR f=fR IING / f=OUNID TION N ENC:PINEEfRING DO NOT &CALE(1/4 11 = V) ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (iYP) ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER J11241330AF, DATED (D83122. CHANGING TRUSSES INVALIDATES THIS ENGINEERING r33�� D3 ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRU55 CO. JOB NUMBER J1124133aA, DATED 083122. CHANGING TRUSSES INVALIDATES THIS ENGINEERING TRUSS FASTENER SCHEDULE: A35 9 32' cc OR 5DWC 6 9 1(o' OG. (TYPICAL AT ALL GABLE ENDS) HI -TYPICAL AT ALL TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI ILTIPLE PLY JP PLATE TYPICAL AT ALL GABLE ENDS ]ROOF 5HEATHING 5CHEE)ULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCs (UP t0) THICKNESS ANCHOR BOLT 40 PSS 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R503Z.I.IfU V I I I 4..0e I I V I I I a..e I I EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI 3 [:) C,4fR Of=TION 00f= f=fR I INS G V I T:""0IIN DO NOT &CALE(1/4 11 = V) PROVIDE ALL FINAL SHOP DRAWINGS TO FIODGE ENGINEERING AS SOON AS COMPLETED. IF DE51CsNER'5 DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER VAIL 5HEATHING TO ALL AMINCs MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL 5IMP50N L5TA 5TRAP g BACKSIDE ROWS 16d SINKER 9 3'O.C. 3'"R"D �,4 0'=T I ON I N DO NOT 5Cy4LE(1/411=1') 311o.c. NAILING: - GON7INUOU5 SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS SHEAR WALL NY41LING SCHEDULE 11 ed = 2-1/2' x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT I CAPACITY(PLF) SHEAR WALL APA RATED SPACE a 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE 5EI5MIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE ad Is 6' O.C. 2x STUD 16 6 d Is ' O.C. (2)16d a 16 IO.C. 5/6' a 46' O.C. 1/21 a 36 1 O.C. 2601365 -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 5THD14/5THD14RJ - 3500* (2) 5TUD5 UI/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR 6112 A 1/1(01055 ONE SIDE ad a 4' OC. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 1/2 28 OC. 360 / 532 N/A N/A o POSITIVE POST or ' TO FOOTING UJ/ SIMPSON EPB, PB SU13 1/1(01065 ONE SIDE Sd .9 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8� 24' O.C. 112's III O.C. 41301685 MAT PER " a FOOTING SCHEDULE . 4 a 3" FROM SOILOSIDES 4 50TTOM d. sAONE 1/1(01055 SIDE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 Sud A 1/1(01055 50TH 51DE5 ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' tv 12' O.C. 112',s 8 O.C. 980 / 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 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 15 REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO 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 UI/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 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)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS 20oR 24 MODEL NUMBER RX ANCHOR BOLT$ NAILS 5CREW5 CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* POST PER PLAN MIN. SHEARIUALL DESIGNATOR HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 DESIGNATOR STWO14 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 1 42 D1 HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2Y' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* POST PER PLAN -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 5THD14/5THD14RJ - 3500* (2) 5TUD5 UI/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A MSTC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) Sd EACH END N/A N/A HOLDOWN NOTES: (l) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 51MP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND FOR 1500 PSI= SOIL SEARING POINT LOAD IGEI' 20oR 24 MEMBER RX FACTORED DL 2.0 6.0 VD SNOW 3.0 SCUD/COLUMN DESIGNATOR EXAMPLES POST PER PLAN 30 SHEARIUALL DESIGNATOR � o°a 30"x30'xl0" UJ/(4) 04 EACH WAY 0 HOLDOWN/SCRAP DESIGNATOR STWO14 36 +a u5 �zacsia� c614 DETAIL GALL—OUt 1 42 D1 SQUASH 5LOCKING O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. SHEATH ALL EXTERIOR WALLS AS GJ�� UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE 1/ENt6 t0 BE 12' MINIMUM AWAY FROM NOLDOUJNS FOOTING PAD 5CHEDULE FOR 1500 PSI= SOIL SEARING POSITIVE POST TO FOOTING CONNECTION 20oR 24 20'D IA. OR 24'D IA. x 8" ® POST PER PLAN 2.5K CAPACITY OR 4.OK CAPACITY 24 24'x24"x8" W/(2) #H. EACH WAY ® S.SK CAPACITY POST PER PLAN 30 30"x30'xl0" UJ/(4) 04 EACH WAY ® S.SK CAPACITY POST PER PLAN 36 36 "X36 'xl2' UJ/(4) #H. EACH WAY ® 12K CAPACITY POST PER PLAN 42 42 "x42 "x 12 " W/(S) 04 EACH WAY 16.5K CAPACITY POST PER PLAN -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 21K CAPACITY 541 x54' x l3' Wl(rt) 04 EACH WAY 2 -IK CAPACITY 60"x60'x14" W1(8) 414 EACH WAY 33K CAPACITY -12'x-72 "x16 " U K I O 04 EACH WAY 41K CAPAC I TY POST PER PLAN o POSITIVE POST ' TO FOOTING UJ/ SIMPSON EPB, PB (2)A35, OR MAB U.N.C. a. a d: d RESAR MAT PER " a FOOTING SCHEDULE . 4 a 3" FROM SOILOSIDES 4 50TTOM d. 4' 00 Z 0 W w wl L C rr U N i 0-4 7 N fii •L N a) O a) O cLU W��Q��o i6 J a) L C O C C C V O O f6 a) N V) V C O O 0) F ,c3) o ac)(60f6 ~ 0 N a) U L L U C qui+,ac�a)° 0-0)>.�a) 0 C t N C CL O U N '� C a) N v 0 E2 'C- ��C� Q C CN a)� _N Q U U •� U a)� j, O N -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE O8.152tD23 REVIEW IAN N. ENGINEER ZACK C. SHEET 5 OF1 0SHEETS PROJECT NUMBER 230347 COPYRIGHT cQ2023 HODCxE ENGINEERING, INC. THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230347 FOR: RUSH RESIDENTIAL PLAN: MERCER SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (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 M 551x30' U.N.O. CATEGORY (HF x 0.93) SU11 OWNER PER OWNER OWNER d Is ' O.C. 16 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 0 -7 m--, M� ffi�;-i a mI=II I ENGINEERED U51NG BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER J112413305F, DATED 0S3122, CHANGING TRUSSES INVALIDATES THIS ENGINEERING ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO, JOB NUMBER J112413305, DATED 083122. CHANGING TRUSSES INVALIDATES THIS ENGINEERING TRU55 FASTENER SCHEDULE: A35 Q 32' cc OR 5DWC 6 /a 16" OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOGATI( W/ S' STEM AT PORTAL FRAME SINGLE SIDED PORTAL FRAME O�T ION MAIN f=LOOfR f=fR I ING / f=OUNID AT I ON �LAN ENC:plNEEfRlNG_ DO NOT &CALE(1/4 11 = V) ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (iYP) C; O:= 0:=T I ON 0 0f= f=fR I INS AL AT ALL MULTIPLE F ENDICULAR TOP PLAT 0.) TYPICAL AT ALL GABLE ENDS JD HEADER OVER ]ROOF 5HEATHING 5CHEE)ULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAIN R,gtlNCs (UP t0) THICKNESS ANCHOR BOLT 40 PSS 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R503Z.I.IfU PORTAL FRAME PER DETAIL 50I GfRAVIT:""' L041D ENGlNEEf;RlNG_ DO NOT &CALE(1/4 11 = V) PROVIDE ALL FINAL SHOP DRAWINGS TO FIODGE ENGINEERING AS SOON AS COMPLETED. IF DE51CsNER'5 DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER vain 5HEATHING TO ALL AMINCs MEMBERS U51NG Sd W/ 3" GRID PATTERN. INSTALL SIMPSON L5TA 5TRAP 6 BACKSIDE ROWS 16d SINKER 9 3110.G. 0:=' 0:=T I ON L TEfR L ENC:PINEEfRING DO NOT 5Cy4LE(1/411=1') 311o.c. NAILING: - GON7INUOU5 SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS " AOR :TSL SME SHEAR WALL NY41LING SCHEDULE 11 ed = 2-1/2' x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT I CAPACITY(PLF) SHEAR WALL APA RATED SPACE a 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE ad Is 6' O.C. 2x STUD d Is ' O.C. 16 6 (2)16d a 16 IO.C. 5/6' a 46' O.C. 1/21 a 36 1 O.C. 2601365 -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 5THD14/5THD14RJ - 3500* (2) STUDS UI/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR 6112 A 1/1(01055 ONE SIDE ad a 4' OC. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 1/2 28 OC. 360 / 532 N/A N/A o POSITIVE POST or ' TO FOOTING UJ/ SIMPSON EPB, PB SU13 1/1(01065 ONE SIDE Sd .9 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8� 24' O.C. 112's III O.C. 41301685 MAT PER " a FOOTING SCHEDULE a 3" FROM SOIL6,50ES 4 50TTOM d. Su14 1/1(01055 ONE SIDE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 Sud 1/1(01055 50TH 51DE5 ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' tv 12' O.C. 112',s 8 O.C. 980 / 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 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 15 REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO 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 UI/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 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)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS 20oR 24 MODEL NUMBER RX ANCHOR BOLT$ NAILS SCREWS CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* POST PER PLAN MIN. SHEARIUALL DESIGNATOR HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 DESIGNATOR STWO14 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 1 42 D1 HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* POST PER PLAN -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 5THD14/5THD14RJ - 3500* (2) STUDS UI/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) Sd EACH END N/A N/A HOLDOWN NOTES: (l) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHOR$ WITH ENGINEER'5 APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND FOR 1500 PSI= SOIL SEARING POINT LOAD IGEI' 20oR 24 MEMBER RX FACTORED DL 2.0 6.0 VD SNOW 3.0 SCUD/COLUMN DESIGNATOR EXAMPLES POST PER PLAN 30 SHEARIUALL DESIGNATOR � o°a 30"x30'xl0" UJ/(4) 04 EACH WAY 0 HOLDOWN/SCRAP DESIGNATOR STWO14 36 +a u5 �zacsia� c614 DETAIL GALL-OUt 1 42 D1 SQUASH 5LOCKING O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. SHEATH ALL EXTERIOR WALLS AS GJ�� UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE 1/ENt6 t0 BE 12' MINIMUM AWAY FROM NOLDOUJNS FOOTING PAD 5CHEDULE FOR 1500 PSI= SOIL SEARING POSITIVE POST TO FOOTING CONNECTION 20oR 24 20'D IA. OR 24'D IA. x 8" ® POST PER PLAN 2.5K CAPACITY OR 4.OK CAPACITY 24 24'x24"x8" W/(2) #H. EACH WAY ® S.SK CAPAC I TY POST PER PLAN 30 30"x30'xl0" UJ/(4) 04 EACH WAY ® S.SK CAPACITY POST PER PLAN 36 36 "X36 'xl2' UJ/(4) #H. EACH WAY ® 12K CAPACITY POST PER PLAN 42 42 "x42 "x 12 " W/(S) 04 EACH WAY 16.5K CAPACITY POST PER PLAN -12 60 54 48 48"x48'xl2" Wl(6) 104 EACH WAY 21K CAPACITY 541 x54' x l3' Wl(rt) 04 EACH WAY 2-lK CAPACITY 60"x60'x14" W1(8) 414 EACH WAY 33K CAPACITY -12'x-72 "x16 " U K I O 04 EACH WAY 41K CAPAC I TY POST PER PLAN o POSITIVE POST ' TO FOOTING UJ/ SIMPSON EPB, PB (2)A35, OR MAB U.N.C. A: d RESAR MAT PER " a FOOTING SCHEDULE a 3" FROM SOIL6,50ES 4 50TTOM d. G ' 00 Z 0 W w wl L C rr U N i 0-4 7 N fii •L N N O C' O a) � o W� � 7a,CIL (6 J Li L C O C N O� C 0 � 'C V�Y O'er_C �V O O f6 ~ O N U L L U C i N 0 �. C N 70 c ur) t N ac) U (6 L '� C) N� Q U U U 70 N W j, O c cc o a c6 -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE O8.152tD23 REVIEW IAN N. ENGINEER ZACK C. SHEET 6 OF1 0SHEETS PROJECT NUMBER 230347 COPYRIGHT cQ2023 HODCxE ENGINEERING, INC. THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION EXTENT OF HEADER WATER HEATER D .0 DOUBLE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"xlli" NET � � FOR A PANEL SPLICE (IF SHEATHING PER ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY BE NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE 5RACED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/6 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 1=STEN SPIE �4T�1 ING TO �IE,�DE lz 2 4" OF MID - NE IGHT ONE ROW 01= STRAPS LOCATED 1/3 ,�UJ,��' � ° o ° � � MIN GAP. EDGE CLIPS z 0I d I° TYP. SHEATHING TO FRAMING � RECOMMENDED FOR 24/1 FROM TANK CAP AND BASE. 3 ° d ° UJ/ ad COMMON OR GALVANIZED � I I NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX N4IL5 IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC Z 01 g 2 0 0 l0 II BLOCKING IS USED, THE 2x4'6 •: MAXIMUM SPAN 2� INCHES 5 AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ANCHOR INTO O 01 0 0 1° MUST BE NAILED TOGETHER WITH pC 2X STUD 4 PLACES °� 00 ° ° ° ° ° 0 0 0 0 0 ° 0 ° ° 1=1z,�MING (STUDS, BLOCKING, � ad NAILS 6 (o" O.C. AT °° °° °°° °°°°° °°° ,�NDSILLS)T'�P. (3) l(od SINKERS. 010000 000 00000 0010 51RDBLOCKING 2 DRYWALL PER PLAN ° ° ° ° ° ° ° ° � � � (2) CONTINUOUS 04 RE5AR AT 010 0 0 0 0 0 0 0 o 0 0 0 0 0 0 oIo SHEATHING BREAK •• 010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 FASTEN(3) OP PLATEO HEADER FOOTING. • �01 2X STUD WALL 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UJ/ TWO ROWS OF 16D SINKER :. .•• EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� W (D (D (D 3 I I NAILS 3 O.C. T�'P. TO TOP OF DOUBLE TOP 3 �, 00 0C 00 00 12 O.C. �o VENT FLUTE 1�3- 010 ° ° (BACKSIDE) (BACKSIDE) � (BACKSIDE) ° ° � � 0 10 � L5TA1a STRAP (BACKSIDE). USE II � PLATE a j s STEM UJ,�LL 010 0 ° 0 0 010 3 LONGER SERIES To EXTEND To ' 2 010 °1° I °I° ° ° ° ° ° ° °I° REQUIRED SIMPSON H1 EACH TRUSS ® ANCHOR BASE TO WALL � ° ° ° ° � � � ° ° ° ° ° ° ° 0 ° ° TOP OF PONS WALL, IF PRESENT. . I I I I I � OR RAFTER 010 0 0 1 °lo oIo DESIGN VALUES INTERPOLATED • 0 \ • PERPENDICULAR TOP o (4)�, FROM APA TT-100H TABLE 1 - z _ .. ..goo .. .0 . .0 . PL,TE INTERSECTION UN.O. e • x :: :: :: :: :: FOR NARROW PORTAL WIDTHS � ® (2) H2.5A FOR MULTI PLY .. .. .. .. .. PLAN VIEW :: :: :: :: :: • • . • . • . • • • • • • � MIN. (2) 2x� (,ALL DM) OR (2nx� • .. .. .. .. .. MFR TRUSSES 6 24" O.C. W1 70 .. .. S .. S .. 3 a .. �Qc 2 II • • PLAN ROOF SHEATHING I NG = � � � � 1/1 055 SHEATHING MIN. ~' .. .. .. NAIL W1 ad 6 6O.C. FOR `� n��N�° ��o • i • i i • i • i • • • • II i .. .. .. .. .. 5THD 14 (UN.O ON PLAN) ' • ' • PANEL EDGES AND 12 O.C. � � � O N Y X • o 0 0 0 0 0 0 • !� • • 0 0 0 0 0 0 0 0 • IN FIELD Q'— N � C L O O 2 O O 0 0 0 0 j 1 0 0 0 0 0 0 0 0 • • • j L N N ~- Z •0• d• •0• IL •0• •p •0• •p •0• ' • I y u> +' N N >, c S' STEM WALL HEADER EXTENDED OVER °' ` ° c i6 O O N U i i U C Z. _ — — o REQUIRED SHE,�RUJ,4LL • . ' • SHEATH ,ALL GABLE ENDS � _ = o � � Q � 9 d 9 4 f e f o a) O � a • , ... ... x � 'gin c >, a v O ° N c v.d d. p. o.o p. o.v z N c N m O 0 a ,v v, o O v, o O O t U N L N \., d v o e O b. e II •• U51NG 5W1 5HEARWALL�� N( c' E c —— a. o——/a ,�NCHORBOLT UJ/IEMBED L� o • a —'' SECTION,-,� II II II p ��0��N,N SCHEDULE Q o v d av dv. v 4• �� vo o . oo _ oo o , W1 MIN 3 x3 x.229 PLATE WASHER _ � _ C-) . L O cc O C N ri0 IBC FIGURE 2308:652 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o (:D �•x4 P05T UNO. GUSSET a GIRDER SPLICE. / 1(od 2x SOLE PLATE TO RIM , P.T. POSTS IF LE55 THAN S" FULL DEPTH GUSSET EACH UJ/lid PER SHE,4RUJ,�LL W a / �� 3 1 CUT TOP PLATE OR DROP \ SCHEDULE �, 12 FROM 501L s IDE (10)104. MIN 4X(o POST o BEAM DO NOT CUT BEAM � a II -8 � � � .. $ II 9 ad 'm � o.C. 50TTOM PLATE _ � 3/� T �G SUSFLOOR ad NAIL j TA OST CONNECTION: 2 II � o � 2 DOUBLE TOP PLATE _ � LLPAND GLUE To JOISTS. STS. ® Root= FRAMER PER Roof= To 31� FLOOR SHEATHING ING o M � � a o 21 GU55ET ONE 51DE ONLY FRAMING DETAIL ,�N F CORTO IM . � O.C. @ PANEL EDGES ® D L R • . SIMPSON 5T22 OR 22 C514 WIDTH OF POST W1 (S)10o1 2 � u 10 O.C. MELD NAILING. � 3 FLOOR JOIST . UJ/(18)104 OR DROP BEAM UJ/ - - I I ® ROOF SHEATHING PER � -S POST CONNECTION: BLOCK ALL BEARING. FACE 2 . Root= SHEATHING 2 RIM To TOP PLATE WITH CONTINUOUS TOP PLATE. - GU55ET 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO . / � STRAP M,4�' BE PLACED ON - - SCHEDULE l(od AT S' O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. \ • 51DE OF TOP PLATE - II TOENAIL J015T TO TOP LATERAL BRACE WI(4)l(od 5IMP60N EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • � � )PLATE EACH 5 f DE (6) l(od NAILS _ OR MA5 W12x HF #2 STUDS AT • � � a 12 POST CONNECTION: . 1(0" O.C. (UN.0) W/ad NAILS ad SHEATHING TO STUD � (2) lid NAILS 1�" O.C. CRO55 BRACE WITH 2X4 AS a DO NOT CUT INTO 4S r / o , � -rI 3/a MINIMUM EDGE PER 5HEARWALL SHOWN WKEO1(od EACH END. DEGREE SHEAR CONE OF 3 3 / o BEAM PER PLAN ADD 4X4 BLOCK BETWEEN UNDISTURBED SOIL DISTANCE SCHEDULE � WI(4)1(od EACH SIDE D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES ' � .: � MID -SPAN � STRUCTURAL 1-1/411 RIM PLATE To STUD uJ/(2) • 1(od Is 1(0' O.C. O, • a g PLYWOOD FILLER � � 2x STUD (AS REQUIRED) ° 3/4T 4G SUB FLOOR 4� HEADER PER PLAN - / j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE 9 / � FLOOR J015T PER PLAN (2) lid N,41L5 �o � SQUASH BLOCKS DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o g SEPARATE FLOOR TO RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •�o FLOOR CONNECTION J015T WITH (2) l(od CONTINUOUS TO AT •. ' ' PPL E DETAIL 11 •• � � 2 ' •• 1 Z � � .. . a • CONTINUOUS FULL HEIGHT 5EAM ANDHEADER 5UPPORT D1 = _ � �/ a FLOOR TO FLOOR CONN CTION D1 � VERTICAL 055. BREAK4A 4• BETWEEN TOP PLATES � o AND EXTEND DOWN OVER � 2x STUD WALL PER PLAN o / MUD5ILL . CONCRETE 5 A AN . REE L S PER PL FOOTING • . BLOCK ALL PANEL .01�0019 k. ! .. EDGES NOT LANDING ON 3 VAPOR BARRIER 2x MEMBER d PER PLAN (D (D FOOTING CORNER / TOP/BOTTOM PLATE TO 2x PT W1 ANCHOR BOLTS g STUDS W1(2) l(od THRU PER SHEARWALL SCHEDULE a• ' " � NAILS TiP. (3) 1�d THRU FOOTING CORNER FOOTING 'T' Z STEMUJALL CORNER .. � • ' � � #�• HORIZONTAL AT J -HOOK .°. a : 10 11 NAIL FOR 5W3, 5W4 4 5W5 z R L g _� AND 12' O.C. 24" STEM SHOW . - SHEAR WALLS � � ° ii a° A � � 0rr\rr\rr\rr\rr • . � , � 30 MINIMIUM LAP SPLICE IF COLD JOINT ADD #� 2x PT MUD SILL WITH � _ %ri ri ri ri ri ri ri � ri ri ri r � VERTICAL DOWELS 6 3� 11-\r\r\r\r\r a \r\r\r\ ANCHOR BOLTS PER � � ''�;\ir\\ir\\ir\\ir\\ir\\ir\ .I � . • \ir\\ir\\ir\\i, II \ \ lo -� � ��\\�\\�\\�\\r .,, : \\r �\\,\ ON CENTER. EXTEND TO 3 / 1 �, rr rr rr rr VERTICAL RE5AR NOT SHEAR WALL TABLE , \� .\�\ d ro, \ 41 . \ri\ ter\\moi\,. O� FOOTING SASE AND 1� SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ a •� v \\r\\ \\r\\r� i i\ r\i\i\i\MIN. INTO STEMUJ,4LL (UN.0) � PERSPECTIVE OVERVIEW WITHIN 12' OF ANY CORNER) MIN" FROM%rte •'1�== \r\, \\; 0(2) #4 CENTERED IN r • d v d\!iFOOTING .000 EDGE = I—III— I I—III—III—III—III—III—,I 1I- 4 SLAB ON GRADE WHERE =III=i i i I-1 I I=i I i=III-1 I I=' g FOOTING AND ROOF DRAINS IF 2 12 a 2 MIN a a SPECIFIED PER PLAN °J REQUIRED BY JURISDICTION a °• a � BUILDING STEM WALL CORNER STEM WALL 'IT' D ° ' • • ' ' ' e • DROP JOISTS WHEREFOUNDATIONg NATIVE UNDISTURBED SOIL CODE 2018 15C • � • � MIN. D IMEN510N D D 13 SPECIFIED PER PLAN OR STRUCTURAL SILL PER WIND •' • ' ' ' NUMBER OF FLOORS WIDTH THICKNE55 WIDTH • D ° SUPPORTED 5Y FOOT ING OF FOOT ING OF FOOT ING OF 5TEM GEOTECH EXP. 5 91 MPH so 0 D e e e D 4 a 1 FLOOR 12" K/" (O" SEISMIC DESIGN A. j FR05T DEPTH B�' • ° a 2 FLOOR 1 S •• JURI5D ICTION • ° . CATEGORY D a 3 FL OOR 1511 all all ° ROOF SNOW rl2 8 6 00000 ISc TABLE ia0g.1 3 LOAD 25 P5F CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTICN- D1 FOUNDATION WITH 6LA5 D1 2x STUD WALL PER PLAN ENG. P.E. (DFLOOR JOIST OR 1 JOHN H. LANDING 1 DRIVEWAY APPROACH PER DATE 1 � 3 /� T �G SUSFL ooR (uN.o.) 1 ' 1 ARCHITECTURAL SHEETS 08.1.2023 2X4 LEDGER W(2) 10d � 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. r �. t i ,.. j GYPSUM UJALL BOARD 3 (3) 2x12 STRINGERS INSTALLED W/Ed COOLER 2 GARAGE SLAB PER PLAN Foo I AN 1,4N H. FLOOR GIRDER PER PL • II NAILS 'S S" O.C. OR TYPE ENGINEER • . 5-1/2 MINIMUM MATERIAL . 51W SCREWS 'a 16' O.C.� FULL DEPTH BLOCKING ZACK C. DIAGONAL BETWEEN RISE � � � 3 3 CONTINUOUS RE5AR � REQUIRED AT ALL SEARING SHEET AND RUN II o PERSPECTIVE (RECOMMENDED FOR IBC 2308.�•.6 2 1(od NAIL 12 O.C.(UNO.) 3 M UPPER FLIGHT OF STAIRS :� _ 2 o CRACK CONTROL) SUPPORTED ON 3/4 T 4G - • .� � � 2x PT UJ/ ANCHOR BOLTS 11 II PER 5HEARWALL SCHEDULE ad NAILED O.0 41ad NAIL 12 O.C. ON ALL 2 COMPACTED SAND/GRAVEL2 (0 PANEL EDGES 12 O.C. FRAMING MEMBERS NOT AT D D .� � ;r\\ir\\ir\\ir\\ir\\ir\\ir\\ir � � � � � 4 HORIZONTAL AT J HOOK MELD PANEL EDGES (UN.0) ° ° _ '!�r%r%r%r%r%r%ri �o AND 12' O.C. 24" STEM SHOWN. a cA� \\\\\\\\\\\\\\ „'. CONTINUOUS BUILDING -� ,� �i�ri ri ri ri ri ri ° 2X4 THRUST BLOCK W1104 �r\\r\\r\\r\\ - # 7O F SHEETS ORIENTATION OF CORNER `� r r r r , IF COLD JOINT ADD �• . �' o . FOOTING PER FOOTING ,�\i .\\i\ � g S II 'S � O.C. NAIL TO LANDING - r\r \ "' � STUD MAY VAR' DETAIL ,!�\ j j , � � VERTICAL DOWELS 36 J015T • r d' ON CENTER. EXTEND TO 3 ° PROJECT NUMBER _. '(i)3/4'ad NAI � �" O.C. A � %ir .'� II •T4G 5U5FLOOR L ALL HOLDOWN PER PLAN \\, ��of FOOTING BASE AND 1 X30347 o�o r y FRAMING MEMBERS AT ° MIN. INTO 5TEMWALL (U.N.0) 2XSLANDINGJOISTS 1 � _ S PANEL EDGES 4 12 O.C. I—II II DE CORNER 2 . INS I co N o D' o•I_l�=111_111=� ON ALL FRAMING MEM5ER5 g FROST DEPTH BY q R 104 � O.C. RIM TO \ \/ Q o : 1 0 • NOT ,4T AN 5 \/� r�\ i \ \ \ \ D j JURISDICTION W 23 j TOP PLATE PANEL EDGE \/\/\/\/\ L5C AT TOP 4 A3Ss \� \ \ \ \V. (2) #4 CENTERED IN FOOTING S P 50TTOM adNAIL '9�'oc(ALL . MIN. FOUNDATION DIMENSION FOOTING ,4N ROOF DRAINS IF ><j PANEL EDGES U..O \\ \\ NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH ([DNOTCH STRINGER TO REST SECTION r . // REQUIRED BY JUR15D ICTION , STRINGERS SPANNING OVER �o SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM F3 7886 �a ON LEDGER p II II II NATIVE UNDISTURBED SO 1 L o,s r (o STEPS MUST BE SUPPORTED 1 FLOOR 12 II II �II 1 � < 2X TREADS WI(3) 10d 2 FLOOR 6 (0 a OR STRUCTURAL FILL PER . W14X(o BEAM ON 4X4 POSTS, 12 3 II II II POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S GEOTECH ro OUTSIDE CORNER DETAIL COPYRIGHT c 2023 OR STUDUJALL O rl3 7 15C TA5LE 1009.1 4 HODGE ENGINEERING, INC. t�IIS DOCUh1ENt BIAS BEEN DIGITALLY SIGNED PER 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNEIR D1 CONT INI�Ol�S 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O 15T5 D1 wac WICA E M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAtE MAY BE REMOVED BY tNE JURISDICTION 26 J � UNR�STRAIN�D RETAINING WALL SCHEDULE 122 1g �� \\ O MFR CxABLE END TRUSS 14 n � / N U t vERTICAL B K D FL O FLOOR JOISt PER PLAN _ O DOUBLE 70P PLATE lUN.O. ON PLAN) n r-nr.itir.0 ins ic, �.corir-ni C OU FACS OF FOOTING AND SItE WORK ARE THE R�SPONSIBILItI' OF tN� BUILDER 2 70P OF SLOPS AND CIVIL/Cx�Ot�CNNICAL ENC�IN�ER. O Z O '3: ' ' •' ' ' ' 6'I' -s' s' 12' �5 a Ire' oc 41 -ell 7' 4�' s'I'-Ire s' 12' S � 9' oc 6'-3' 1�' 1-3��'1 4 $' WALL VERTICAL At 1-3/�' FROM FACS 2 DIAPHRAGM OPENING v U N � 3 S�IEAt�IINCx OII�R GABLE O N/3 BUt NEED NOT > � PER PLAN �R,gM�u� UNLESS A Cx�Ot�CNNIC,4L REPORT IS PROVIDED t0 CONCRETE (f'c) = 2500 psi O HORIZONTAL REBAR � � NODGE ENGINEERING t+�E BEARING SOILS ARE ASSUMED EXCEED gym' MAX � REBAR lFy� = 6O Icst *�. �g,qR ,dt 1�D'oc O 16' OF BLOCKINCx lU/ 36' O � � '� 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED FOLLOW I/4 x6 SDS SCREW A7 16 0 PASSIVEvOIL = 250 pcf C814 STRAP O.0 TOP PLATE TO TRUSS O t0� OF SLOPE � AGtIYE SOIL = 35 cf p SOIL BEaRIr� = 15 m psf 0 MBAR SPLICE 3�D' FOR "4 o D C O C� O C C POR . REBAR, 38' FOR $5 REBAR BOttOM CORD O N/2 BUT NEED NOT z � UJITI� FOOTING REAR O SN�ATNINCa PER PLAN O � * � O TOENAIL tRUSS t0 TOP �XC�ED 15' MAX Q � D (V-10'WALL V�RtICALS O �' PEEL MBAR a 12 O.C. O OO O BEAM/DBL JOIST PER PLAN ON CENTER PLATE WITH (U ad At 16" j O DACE OF STRUCTURE � LL I-3/4' FROM SOIL FACE) BACICFILL WITH 12" MINIMUM FREE AROUND OPENING (TYPICAL o � O O NCzAIm OR A35 AT 32' O.C. 2 (L j DRAINING SOILS. 12' OF DRAIN � PLACES) (UN.O. ON PLAN) I ALTERNATIVE t0 NOTE 4 0 SILL UJ/FILtER FABRIC SDS SCR�UJS Z 2 )KEY (NOT REQUIRED IF SLAB � O BLOCKING FOR SCRAP NOTES � 5 LL O � �. PRESENT A7 F0071NCx) o -INSTALL SCREWS UPWARD 2? m � , a 2o FOOTING 12' MIN BLOW GRADE. � THROUGH TOP PLATES INTO �' _ � � 4 � N N o o y f-- BELOIU GRADE IS NOT CENTER OF BOttOM TRUSS REQUIRED IF SLAB PRESENT rJ' 3 W N 'Z',3 o a0000 CNO�D. �°� v mL�oN�m3o � FOOTING t0 BEAR ON O FOOTING REBAR *4 � lf�' O.C. � -BRAG tRUSSES PER BCS(. � ~ ' ` ° � � 5 3 FIRM UNDISTURBED WITH 3' COVER � � o = O �m� N � � < E E 8 CONSULT TRUSS MANUFACTURER � � � z = N = � = T � �' Q t d U l6 '� C C� NATIVE SOIL OR O KE1'IUAI' REBAR TO MATCH 2 AOR $RACINC�s �QUIR�M�NTS. a £ O � = m N � a EB INEERED SILL VERTICAL REBAR SPACING,, cc Q�C- EN 16` U)m70o iBc 10012.2 26 22 18 isc FIG 160s.1.1 14 UNIREFRAINELD CONCRETE WALL - 40 PSS SURCHARGE - 20181 IBC D2 LARGE DIAPHRAGM OPENING D2 C�/�SL� SND TO S�E�4i� UJ,4LL ATTACHMENT�D2)FOUND�4TION CLE,4i�,4NC� SROM SLO��S�D2 II a Q � '102O 3/4t4G PLil000D DRAINAGE - EXTERIOR GRApES ADJACENT t0 THE WALLS OF THE HOUSE ARE t0 BE SLOPED O (2) 2x4 LAMINATIONS W1 (I) j (8) 16d NAILS STAGGEREDSUB��ooR = � � �" $ AUJAI' FROM THE 5TRUCTURE TO ACHIEVE SURFACE DRAINAGE. 5U55URFACE DRAINS A7 OR N ROW OF STAGGERED lmd � o BELOU1 THE FOOtINCx/SL,4B ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING � � COMMON WIRE NAILS a 12'oc 41 MjN At �ACN SIDS OF TOP O SHEAR WALL NAILING PER L,4ro PLATS SPLICE. PLANWALL5 ' 5URROUNIDEID B VER 3 � WA5HEIDET IN GHT. DRAIN5 ARE TO PEA -GRAVEL Ofi� GRANULAR AR �IL515T �L WITH PERFORATED oo' � NPVC PIPER� � N 2 (2) 2x6 LAMINATIONS lU/ l2) �oR pL�r� S�'Li� 2 l3) 16d NAILS STAGGERED 0 �3 FLUSH DOUBLE 2x JOISt � A NONWOVEN OT X71 FILTER FA IC TU1 NTN DRAINAGE MATERIAL AN THE n, � O ROW OF STAGGERED Ind 2 � � O ,4t EACH SIDS OF BOttOM , • �j OR MFR DOUBLE JOISt -rl E E E �� L �R BR BE EE � DR�4 E �� L D E � — COMMON IUIRE NAILS � 6�oc o n, PLAN SPLICE. IUITI� IUEB STIFFENERS OR REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE �., EACH SIDSO BEAM PER PLAN FULLY FILTER FABRIC SUCH 7Nat It FUL�5EPARATE5 THE DRAINAGE MATERIAL AND THE � ' 3 � (2) 16d NAILS 's 16' cc INTO � O FLOOR JOIST PER PLAN o, BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE.(3)Stubs O �I' � 2-1�2' 2x4 LAMINATIONS W/ (1)j �. O 6tUD/P08t PER SHEAR -HtNE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE 507TOM OF THE FOOtINCxS ROW OF STAGGERED 30dO SIMPSON 36" CSI MAY B� O WALL SCHEDULE � COMMON WIRE NAILS a 16'o USED IN LIEU OF NAILING AS � AND THE DRAINS ARE TO BE CONSTRUCTED WITH 5UFFICIENT GRADIENT 70 ALLOW C�R4vIT�' EACH SIDS O MStC�8B3 IIUI��N � D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON THE� �-� - INDICATED.(N07 SHOWN FOR SPECIFIED ON PLAN) � LOWER PORTION OF THE PIPE. � O (3) 2x6 LAMINATIONS W/ (2) CLARITY) 3 -rl ' ROWS OF STAGGERED 30d 4O (2)C5I4 OPTION on �-1�� COMMON WIRE NAILS 8'oc � � (36' MIN LENGTH, WRAP RETAINING WALL5 Oil 5A5EMENT5 WALL5 ARE TO 5E BACKFILLED WITH A MINIMUM 12 -INCH o �-�� "' EACH SIDS AROUND BEAM) � CHICK WASHED GRAVEL BL�4NKET OR LINED WITH �4 DR�41N�4C�E MAT SUCH AS MIRA-DRAIN 600, o I-I/2� g OR WELL GRADED AND AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 �S �s" MIN t0 STUD WALL PLACE SPLICE (� � (CSI OPTION (EXCLUDING THE FIRST 1 FOOT 5ELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO I APPLIES WHEN NO OTHER 7N� FOOTING DRAIN 5Y5TEM. 2 SPLICE IS INDICATED. O NAIL SHEATHING t0 BEAM. DO NOT BREAK ROOF AND SURFACE RUNOFF ARS N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM 3 SHEATHING AND SHOULD BE HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM. � 23 19 15 J 27 PB2 CD8 5.3.3 FICd1RE BC CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 5HEAR WALL AT 5EAM D2 Q LV (:D UJALL�RAMINCxO �XtEND SHEATHING t0 20 • LOWER TRUSS BOttOM O EXTEND STRAP ON PONY Z41 j MANUFACTURED ROOF CHORD WALL 70 FLOOR ABOVE • O TRUSS UJItN ENERGY NOEL O CENTER STRAP ON OWITH AN M5TCE4. I/2" MIN FROM CORNER (IF PRESENT) OO ATTACH ALL ADJACENT O O TRUSSC�IORDS WITH JOISTS AS SHOWN O (I) 04 REBAR MAY BE O O SHEAR WALL NAILING PER (3)1/4'x3' x3 SDS SCREIUS O SECTION o �U�C� FOUNDATION REBAR OR PLAN 'A' IS MORE THAN 8' 00 POSt TENSION 4A � W O 7/16' OSB OR SMART SIDE � O BLOCKING B�NIND 3 � PROVIDE �' CSI6 EACH o 0 0 0 PANEL BLOCKING W/ Sd � � SHEATHING CUT FOR SIDE OF SPLICE W/8 -16d � ° (4) � � � O 2�' MIN REBAR L�NCx7N 6' cc INTO DOUBLE TOP FLASHING COMMON NAILS o 0 0 °, � � J PLATS 4 TOPCHORD BIRD 2 . �. 5 0 0 0 °� BLOCK ��p� a . O TOP PLATE SPLICE LINE � o e 0000 , (4) NOTE: NOLDOIUNS At 41 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR � ° CORNE�2 ARE SPACED 41 (4) ROOF SHEATHING PER PLAN (2) 2X PLACE � �� UJ/ ad � 6' cc INTO I I/2 FROM EDGE. BLOCK BLOCKING. $ �zz: a .... � �� . a Q O O O NOLDOUJN PER PLAN o 0 o O d � d :� ° � 2 PONT WALL SHEATHING � � � � 3 •�� O CLEAR SPAN 11' MAXIMUM. � O SIMPSON Nl CLIP. TYPICAL a . . 8, � • � . � FOR TYPE i�J NOLDOIUN �j. � SHEAR NAILING TO MATCH ;�:�� ;%' �D' FOR NON RJ NOLDOIUNS J Q 0 AT ALL TRUSS BOT70M a . a : a '� � UJA�� ABOVE � �. .. 2 BUILDING � p CHORD TO DOUBLE 70P � � . ' N � 3 j PLATE INTERSECTIONS .a� �. a O 6' MAXIMUM PONT' WALL�-' ' ; ' O COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND SOFFIT MATERIAL � °� `. �a, . O IWNEN SP�CI�I�p) O (2) ad NAILS 6 8' O.G. OR EXP. B 91 MPN �0 2 (IF PRESENT) � � , ° � a ��sr � SCUD PUCK OR POSt PER , 16d � 16' O.C. SEISMIC DESIGN II ':� ��,-TM . $ . , TN PLAN � BUILDER t0 DETERMINE CATEGORY D Cmva � . � �N 6 TALL STEP TO RETAIN IF StND OR StND/RJ IS EXAMPLE RESIDENCE "� O 48' SOIL MAX APPROPRIATE. ROOF SNOW TRUSS SECTION r28 r24 20 16 LOAD 25 PSS RAI&ELD HEEL TO 5HEAR WALL CONNECTION D2 EXTEND 5HEATHING TO TRUSS BOTTOM CHORD D2 STEP FOOTING 4 PONY WALL FRAMING D2 SIMPSON STIED D2 THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN H. � \ \ 4�' MINIMUM LENC�t�I 1 a_�o DETAIL TAKES PRECEDENCE. USE THIS O 2x6 MINIMUM BLOCKINCx DATE DETAIL IF THE TRUSS DESIC�NER DOES N07 BETWEEN TRUSSES OR O8.152tD23 O 3x MEMBER At ADJOINING O FOOTING SIZE AND PROVIDE A GABLE SND BRAG DETAIL RAFtERS, NAIL ROOD REVIEW PANEL EDGES FOR 5W2/ 2 (D2x StUD WALL� RE5AR 5CHEE)ULE SHEATHING 70 BLOCKING IAN N. SO AND SIU SHEAR WALLUJ/ ad 6 3' O.C. ENGINEER SECTION W1 3X SCUD SECTION W1 (2)2X SCUD SECTION W1 2X SCUD 2 PSR FLANZACK C. (SIU( ONLi) �2 SlU2 SHEAR WALL ad NAIL: OZ DOUBLE TOP PLA7� O C6) Imd NAILS 4' EDGE - 12' FIELD O POST OR STUDSSHEET O � SlU3 SHEAR WALL ad NAIL: O (2) C514 STRAP TIES MIN 40' PSR L ANO 2x6 DIAGONAL 5 \ 3' EDGE - 12' FIELD 2 LENGTH o , o BRACING SPACED 6 i2" 1 SlU4 SHEAR WALL SD NAIL: 3 � FOOTING FAD CAN � o o O.C. ATTACHED W1 (3) (o j 2' EDGE - 12' FIELD (4) BLOCK 2 SCUD SAYS W1 2x O 3 16d NAILS SE PLACED 5ELOW 2 7/16OSB SNEAtNINCs O EXTERIOR SHEATHING, NAIL THE CONT INUOU5 2 �. SIMPSON CxBC 8 OF10SHEETS (INSTALLED IN PAIRS) PER PIAN FOOTING, I� � PROJECT NUMBER 3 (:4)2x UJAL �S M DRFOR PA PANEL (FIELD) PREFERRED O DOUBLE COP PLAN�3 230347 O SHEAR WALL PER PLAN GABLE SND TRUSS �p 2x4 BOTTOM CHORD (2) 2X MAY BE USED IN '�� o � � � W w�R� 3 O '�P TRUSS BRACINCx 8 �P • PLACE OF 3X PER SHEAR WALL NOTES MINIMUM's 48' O.C. ALONG.' WALL BELOW. ATTACH t0 SUJI SHEAR PANEL FOR COMPARISON � EACH TRUSS ,� 378 STO SO/ -501 OR 5W4 � � W1 (2) 16d NAILS `' o�FSS�oNA�ENG�� PANEL r29'-' r25-' ,a 21 17 HCOPYRIGHT�uir•��R�� INC. DIGITALLY SIGNED MR 51121 5113j 5114 &HEAR WALL NAILING D2 CHANGE IN TOS PLATE HEIGHTS D2 WIDENED FOOTING (OPTION) D2 C�,48L� SND 8��4CE D2 ��,-��W'T�A,��$ CERTIFICATE. ,� 42 38 34 30 O CONCRETE STEM WALL PSR �' O NANC�ERS6IMP50N D�TI/2"ADCs ALL PLAN � I THREADED RODS � 2 SIMPSON NDU2 OR NDUS O FLOOR JOIST PER PLAN. O NOLDOIUN PER PLAN IUEB STIFFENERS REQUIRED ED.--CaEo AOR MFiR SLR JST 0 0 0 C, 0 0 2 APPLICATION O *� R�BAR FOR 70P O DECK JOISTS PER PLAN REINFORCEMENT o SIMPSON 555/8x24 ANCHOR PARALLEL FLOOR JOISTO FLOOR SHEATHING NAILING PARALLEL JOIST: 6' oc. � O O SIMFSON 55t516 OPTION PERPENDICULAR J0I67:3"oc � FOR NDU2 APPLICATIONS 0 ... � O DOUBLE BLOCKINCx �a� MUDSILL W/ ANCHOR BOLTS REQUIRED FOR 'daa PER PLAN 2 �' PERPENDICULAR a � � INSTALLATION U1/ 1/4'x2-1/2' DOUBLE STUD U1/ 16d 6 16' SDS SCREUIS �i 3 O.C. OR (2)5d 6 8" O.C. O TOE NAIL BLOCKING t0 PLATE lU/ (2) 1(od NAILS O NO RIM REQUIRED WHEN SLAB ON GRADE =XI=MJ MALN 4 JVI*I MAI Z2 l� PERPENDICULAR FLOOR JOIST 42 38 `J 34 X07 REQUIRED FORCZC�iENTIRELY UNDER 3011 ABOVE GRADE 30 :D::3 D3 HLDU2 8 HLDU5 CONNECTION D3 LATERAL DECK CONNECTION D3 43 ) 139 /V/O /V/O 0 43 39 D3 D3 35 EXAMPLE RESIDENCE OVERFRAMING O SNEAtN UNDER 0VERFi2AMING O 2x4 iZ4FtER5 Q 24' cc SUPPORTED AT 6' cc MAX UJ/ 2x4s ON TRUSS CHORD. 2x6 R4F7ER6 o 24' cc SUPPORTED A7 8' cc MAX lU/ 2x6's ON TRUSS CHORD, O (2) 2x6 VALLEY BOARDS U.N.O. NAILED TO EACH TRUSS UJ/ (3) 16d NAILS. O 2x6 RIDGE BOARD U.N.O. O ROOF SHEATHING PER PIAN O VENtILATION ACCESS PER BUILDER 22-1/2'x48' MAX DIMENSION. 35 D3 31 / MINIMUM OF (4) DTT1Z OR j 6IMP5ON DTT1Z DECK TEN51 ON T I E ((o) 09 x 1-1/2" 51MP60N 5D 50RE W5 (5HM) OR (S) 0.148' x 1-1/2' NAIL5 DECK JOISTS PER PLAN 3/0" SIMPSON HDCV LAG 5CREW WITH HDCV WA6HER OR 5DWH TIM5ER-HEX HDCV SCREW (5HOWN) INTO TOP PLATE, 5TUD5, OR HEADER F llp 1111 lil*lkl, O FLOOR JOIST PER PLAN 2 O FLASHING Bl' OTHERS - 1 SNOUJN FOR REFERENCE 3" MIN. THREAD .4 ONLY R AND PENETRATION LEDGER ATTACHMENT PER PLAN OPTION OF (l) DTT2Z IN LIEU OF (2) DtT1Z NOS REQUIRED FOR DECK5 ENTIRELY UNDER 30" ABOVE GRAIDE GC 2021 (WOOD CONSTRUCTION CONNECTORS), PAGE 295 31 1-4TER.41- DECK CONNECTION - bTTIZ D3 44 �O 36O SN�AR WALL NAILING P��2 2� Ind ---------------- � *00 "� � PLAN �1 O SILL NAILING t0 RIM O 1 16d w 4' O.C. O SCRAP WHEN SPECIFIED $ O 2X SOLS PLAN t0 RIM d O DOUBLE RIM JOIST � � W/16d 6 6' O.C. U.N.O. REQUIRED FOR 5UJ2 OR O 3/4 74G 70 RIM: 00*0 GREATER 5HE,4RUJALL6 8 � 6 O.C. O I U:;l ATTACH BULL DEPTH 2 O 2X OR MFR FLOOR JOIST BLOCKING t0 DOUBLE TOP* O RIM 70 MUD SILL W/16d PLAN U1/ (2) lmd is EACH � 4" O.C. U.N.O. FLOOR JOISt PER PLAN O O O ANCHOR BOLT PER PLAN � U(o O NAIL SUBFLOOR TO O BLOCKING W/ ad o 6' cc �� R �4 ��UD g IUN.0) O STUD WALLLL OR SCAM PSR SCHEDULE PLAN O (3) SDS 1/'x3-1/2' SCREUJS O 1/16' OSB SNEAtNINCx t0 (o 67AGGERED 6 16' O.C. S UNDERSIDE OF FLOOR INTO STRUCTURAL 2x JOISTS , � OR STRUCTURAL RIM SDIUC EACH STUD TO DBL OS CONCRETE FOUNDATION TOP PLATE. SDWC FLOOR JOIST TO DBL TOP Dtt2Z At CANTILEVERED O O DECK JOIStS PER PLAN WALL ANDS WHEN TOTAL) l4 SDIUC tOtAL) WHEN NOLDOUJN f SEE 5NEARUJ,4LL TABLE � 3/4" t4 GFLOORINGNFLOORINGSfi'ECIFIED (UN.OJ 44 4Q SPECIFIED 3 6 FORADDITIONAL NAILING r3l D3 D3 CANTILEVERED SHEAR WALL D3 DECK LEDGER CONNECTION D3 45 41 37 33 (D FA6TENER PER PLAN 2 5TUD TO MATCH GIRDER FLY (U.N.O ° ON ENGINEERING 5WEET5) ilial O O O ALLOWA5LE UPL IFT5 o° ° °° FA5TENERS 1F/5PF 5DWC 5CREW 485 °° Hi 425 °° ° °° ° ° x-12.5,4535 ° ° °°° °° HIOA 101 N1OA-2 930 LGT2 (2)PLY 1620 51MP50N LGT2 5IMR5ON MGT UJ/ HDU LGT3-5D52.5 (3)PLY 2505 LGT4-5D53 (4)PLY 2920 MGT (2)PLY 3300 o° (1)VGTR/L (2)PLY 1(000 ° 0° ( 2 )VGTR/L (2)PLY 3990 i ° � i ° O i ° (1)VGT (2)PLY 3555 (2 )VGT (2)PLY 5110 2)YC (3)PLY 6400 •� HGT-2 (2)PLY (o455 HGT-3 (3)PLY 9035 i 13250 =VALI,ES BASED ON SIMPSON STRONG TIE FASTENER SCHEDULE. BUILDER TO FOLLOW ALL MANLFACTURER REQUIi ZhENTS FOR FASTENER INSTALLATION. SIMPSON VGt DOUBLE INSTALLATION SIMPSON VGtR/L 45 r4l 37 W1 (z) H�ua. W1 NDU4 33 D3 D3 D3 TRUSS UPLIFT CONNECTORS D3 000 z 0 W w F -4 milmoll L q� �o � � U �fii •Lo NQOLUc .0 O N L� 700 6 C�L�o J CO ; 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 I N 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 GUARDRAILS 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 1 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 M411191" 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 (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". 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 INSUFFICIENT 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. N0.200 SIEVE = 2/3 MAX. PASSING U.S. N0.400 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 #47 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 5. 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) AND WEB FILLER (1) MATERIAL 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (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 #47 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 5. 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 PS1-95 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 (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/RITC 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 4" 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 & APPLICATION SPECIFIED MATERIAL TREATMENT (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS-JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC AND WEB FILLER 2x TIMBERSTRAND 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (3)16d Fb=2250 PSI 2X, & 4X (FIR) ACQ, CBA, CA 2x SCL FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE E=1300 KSI POSTS & LEDGERS E=1500 KSI 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) Fv=400 PSI 6X OR GLULAM Fv=275 PSI END NAIL I I (CEDAR) 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 (NOT AT BRACED WALL PANELS) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI AT INTERSECTING WALL CORNERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI (2" TO 2" HEADER) 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 AT END JOINTS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST (NOT AT BRACED PANEL) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI BAND JOIST AT BRACED PANEL 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 TOP PLATES, LAPS AT CORNERS AND E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI JOIST TO STILL, TOP PLATE OR Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM JOIST/BAND JOIST OR BLOCKING 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 2" SUBFLOOR TO JOIST OR GIRDER Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI 2 LUMBER LAYERS 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 JOIST TO BAND/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 W PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: 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 G607 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 & APPLICATION SPECIFIED MATERIAL TREATMENT (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 I I (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: 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 G607 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 (M IN 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. -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. L 0 _ Sao w 13Q �° ) vi v fii •L N .O O cLU �� LJ.I ��Q�>to i6 J L i L c 0 C c V �;�� a ;