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MW 6 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT (3RD CAR OPT) STHD 14RJ I S Hp 14RJ 1 (RD CAR OPT) 1 r- 1 I ;ZDI CAk OPT) 36 47 N m 014 CAR I I I I I I I I I 36 I I 10. D7 ms 5THD14 24 ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) SITE CRITERIA 5-° 2 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) — CATEGORY — ---- OWNER PER OWNER OWNER (36)-SDSYa'x 2�' TO 6x6 MIN. RESPONSE S1 RESPONSE SS C) ~ 25 PSF 97 MPH B D D II <15% NONE NONE 1211 0.4659 1.2869 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 14'-5z' '11 5 _O 5-° 2 0 24 be �� b+� 24' + I O M� 44§ 4x110 PT HF*2 4x10 PT HF0217 T 12 14 D1 D2 I I 2 D1 1 FULL HEIGHT 1 STRUCTURAL I RIM PER I TRUSS MFR I N/A (20)-SDSYa x 2�' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" I -- — -- -- -- — — — — — — ---- 1 � G) (36)-SDSYa'x 2�' TO 6x6 MIN. 551x30' URO. HDU14 - DF MEMBER 14445" C) ~ I POST PER PLAN 5THD14/5THDI4R) - 3500" (2) STUDS W/ (30) Ibd N/A N/A TI PER MFR OPTION OF 38 39 40 N/A M6TC6653 - 4490" N N/A N/A C514 - 2490" (18) Sd EACH END N/A N/A N N 33K CAPACITY b (1) DTT2Z IN LIEU 12"x12'xlro" W101) 04 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ I S2MA35, OR MB1 5 B 1 M� ° of (2) DTT1Z D3 D3 D3 46 F13 10 REBAR _4 ' A FOOTING SCHEDULE 5 -12" BRG W. I 21 1 I x 1 "' N o 2 24 HEAD OVERHEAR ALLS F,3 24 36 1 STHD 14RJ STHD 14RJ STHD 14RJ +0 45 B ,2 1B MI . \yL= — — — — — — ti — — — — — — — — — — — — 1 — — — — — — — — — Coe0 (( <®�®��i �Dl) N z G) '/E E: D i ^ UJ y./ 9 N 4x 0 DF 4. W 4, b1-1 ry+ W 2.4 11�;J' lojl PtiT -v v 'v r��� -V -v -v v v I A FLR MFR TO ADD FLR (TY U.N. 4x10 DF"2 4.3 $/12 — ' 1gm5 — 2.2 — J 6 — — — — i I I I0 5'-2" 4x8 DF*2 H4 E" 2 5' 2.. 5'_ 5'_ 11 51 _2 1 1 I 14 FF- 24 24 24 cm, 4 24 2 1 f f 4x10 F*2 lf YP .N.O.) 1 I I I 8 I 1 D1 I I 0'-I1.. 1._ -4 -42 1 2 1 — — — ---- — — — — ---- — 2 52M3 4 10 D 2 "2 10 D 24 "2 r ----------------- -------------j STHD 14RJ STHD 14RJ I I I I (NOT REQUIRED (NOT REQUIRED I I FOR 3RD CAR OPT) 2 -42 -42 2 FOR 3RD CAR OPT) I O I I I 2 p0m, 2 4 j NON-STRUCTURAL SLAB ON -GRADE i 10 D *2 I NO REINFORCEMENT REQUIRED 1 BY THIS ENGINEERING. x� cD I REINFORCEMENT RECOMMENDED TOI M4V112111.1 2 2 m REDUCE CRACKING SUCH A5 #3 REBAR I n n AT 12"ON CENTER AND CONTROL JOINTS. 4 10 D `2 10 *z I I I M I I 4' CONCRETE SLAB I I I 1 SLOPE GARAGE SLAB TO A DRAIN OR 1 ! -42'- 1 2 I j VEHICLE ENTRY DOORWAY. CONTINUOUS i 24 2 I FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. I M1 (15C 406.3.3 - GARAGE FLOOR SURFACES) _ 4 10 D *2 f I I (T) P U.N. I I I I D2 I 42 e I a, 42 F,3 1 2 Dmi 2 M 36 36 wvo I t�) — — _ 4x1 DF xl fr kill U-1 - F I------- ------------- — 0. STHD 14 STHD 14 H 14 n 5 MI 4 2 I GO CRE D1 PORCH 1 e� D1 D BY OTHE1 (11 UN . I �0" 3'- J _ I I I I I l�0'-3" S_,0.2' 01 3/4" T4G UNBLOCKED PLYWOOD OR OSB GLUED AND NAILED W/Sd e 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) e STHD 14RJ i e 1 0 I I � I O I 1-+2 0 I I 2 -1N e co -1N RETAINING WALL DETAILS FOR STEM WALLS OVER 40' U.N.O. 36 37 D3 D3 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RU5H PRIOR TO POUR ILL B2\ / 0 n `= B2 Js R� D1 4x8 DF*2' l II 23 M 111111-11111I ���:■I■lii�ll■I■ T BP1 P3 MFR BLOCKING REQUIRED AT ALL O BEARi i G LOCI ITION511 TYPICALI FO 3) ■I■I■ICI■I IRE Y U� 4x8 DM C! �l CD 07 LL LL II U4 1 0 I I O 2 0 SCREWS CAPACITY" D1 1 FULL HEIGHT 1 STRUCTURAL I RIM PER I TRUSS MFR I N/A (20)-SDSYa x 2�' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" HOLDOWN/STRAP -- — -- -- -- -- — :=r7lip 7� NT HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN RETAINING WALL DETAILS FOR STEM WALLS OVER 40' U.N.O. 36 37 D3 D3 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RU5H PRIOR TO POUR ILL B2\ / 0 n `= B2 Js R� D1 4x8 DF*2' l II 23 M 111111-11111I ���:■I■lii�ll■I■ T BP1 P3 MFR BLOCKING REQUIRED AT ALL O BEARi i G LOCI ITION511 TYPICALI FO 3) ■I■I■ICI■I IRE Y U� 4x8 DM C! �l CD 07 LL LL II U4 1 0 I I O 2 0 SCREWS CAPACITY" D1 1 FULL HEIGHT 1 STRUCTURAL I RIM PER I TRUSS MFR I RETAINING WALL DETAILS FOR STEM WALLS OVER 40' U.N.O. 36 37 D3 D3 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RU5H PRIOR TO POUR ILL B2\ / 0 n `= B2 Js R� D1 4x8 DF*2' l II 23 M 111111-11111I ���:■I■lii�ll■I■ T BP1 P3 MFR BLOCKING REQUIRED AT ALL O BEARi i G LOCI ITION511 TYPICALI FO 3) ■I■I■ICI■I IRE Y U� 4x8 DM C! �l CD 07 LL LL II U4 HOLDOWN SCHEDULE F (7)CD POSITIVE POST TO FOOTING CONNECTION RX ANCHOR BOLTS lug SCREWS CAPACITY" SNOW 10(4) N/A (14)-SDSYa'x 2�' TO (2) STUDS J5 5/9x24 URO. HDU5 - DF MEMBER 5645" EXAMPLES MIN HDU5 - HF MEMBER 5820" N/A (20)-SDSYa x 2�' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" HOLDOWN/STRAP -- — -- -- -- -- — N/A v NT HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" G) (36)-SDSYa'x 2�' TO 6x6 MIN. 551x30' URO. HDU14 - DF MEMBER 14445" C) ~ I POST PER PLAN 5THD14/5THDI4R) - 3500" (2) STUDS W/ (30) Ibd N/A N/A TI PER MFR N/A N/A M6TC6653 - 4490" N N/A N/A C514 - 2490" (18) Sd EACH END N/A N/A N N 33K CAPACITY 12"x12'xlro" W101) 04 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ I S2MA35, OR MB1 5 B U.N.O. TH 46 F13 REBAR MAT PER ' A FOOTING SCHEDULE l 3' FROM SOILOSIDES BRG W. 4 BOTTOM LB ' a1 E E HEAD OVERHEAR ALLS F,3 13FLusH) x8 45 B ,2 1B P1B 1BP \yL= H1 Coe0 (( <®�®��i �Dl) N z G) '/E E: D i ^ UJ y./ 9 N W W 4, b1-1 ry+ W 11�;J' lojl PtiT -v v 'v r��� -V -v -v v v A FLR MFR TO ADD FLR 3-1/2"x9" GLB+aQ�ti 4x10 DF"2 $/12 TRU55 TO SUPPORT POINT R3 RI POINT LOAD FROM ' 9 R4 H3 ABOVE. 4x8 DF*2 H4 HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY" SNOW HDU5 - HF MEMBER 4340" N/A (14)-SDSYa'x 2�' TO (2) STUDS J5 5/9x24 URO. HDU5 - DF MEMBER 5645" EXAMPLES MIN HDU5 - HF MEMBER 5820" N/A (20)-SDSYa x 2�' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" HOLDOWN/STRAP MIN. UNO. HDUII - HF MEMBER 8030" N/A (30)-5D5Ya x22- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (36)-SDSYa'x 2�' TO 6x6 MIN. 551x30' URO. HDU14 - DF MEMBER 14445" 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 M6TC6653 - 4490" PER MFR N/A N/A C514 - 2490" (18) Sd 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 5E SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU56TITUTION WITH NON-SIMRSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND FOR POINT LOAD KEY POSITIVE POST TO FOOTING CONNECTION MEMBER RX FACTORED DLIV EAD 2.0 6.0 2BK CAPACITY SNOW 3.0 STUD/COLUMN 24°x24"x8' W/(2) 04 EACH WAY DESIGNATOR ,y+`0�' 5BK CAPACITY EXAMPLES POST PER PLAN 30 SHEARWALL DESIGNATOR swl I/ SIUI HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DESIGNATOR sTHD1a ® HDU5 12C514s CS14 DETAIL CALL -OUT POST PER PLAN 1 36 D1 50U,45H 5LOCKING O 5TUD(5) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. (IRC 602.3) STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE BALLOON FRAME ALL AREAS OPEN TO ABOVE W/ (2) 2x6 HF#2 STUDS 16 "O.C. LOUJEf;R FROOF 4 MAIN LOO FAMING / FOUNDAfiION FLAN ENGINEEfRING- 00F F,41�'fING G,4UIT1' LOAD ENGINEEfRING. DO NOT 5C,4LE (1/4" =1' ) ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) BLOCKING RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (SEISMIC ZONE D 8502.1) DO NOT 5C,4LE(1/4" =1') ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO JOB NUMBER 58611300F. DO NOT SWITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE DIMENSIONS PROVIDED BY TRU55 MFR. BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24"DIA. x 0' O20oill ® POST PER PLAN 2BK CAPACITY OR 4 -OK CAPACITY 24 24°x24"x8' W/(2) 04 EACH WAY 5BK CAPACITY POST PER PLAN 30 30'x30'x10" W/(4) *4 EACH WAY ® 5.5K CAPACITY POST PER PLAN 36 36'x36 "x12' W/C4) "4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) 04 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 5446 48'x46'x12' W/(6) "4 EACH WAY 21K CAPACITY 54'x54'x13' W/(1) 04 EACH WAY 21K CAPACITY 60'x60'x14' W/(8) "4 EACH WAY 33K CAPACITY 12"x12'xlro" W101) 04 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35, OR MB1 5 B U.N.O. A Q eoil REBAR MAT PER ' A FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM Digitally signed by John Hodge Date: 2023.08.15 11:31:23 -07'00' BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H. DATE 08.152023 REVIEW IAN H. ENGINEER ZACK C. SHEET SlA 1 OF10SHEETS PROJECT NUMBER 230346 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SK�tJED PER WAC 196-23-070 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MA7 BE REMOVED 87 TFE: JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT (3) 2x6 DF11 STUD: REQUIRED At ALL NDUS NOLDOUAN LOCATIONS. SITE CRITERIA 24" O.C. TRU55/RAFTER5 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 24/16 CATEGORY 15/32', I/2' 32/16 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 (ADJUST MAN DOOR TO MEET APA MINIMUM WIDTH REQUIREMENT). SHEATH BOTH SIDES v 7 IAIN f=LOOfR LATEfRAL ENGINEEfRINC=i: DO NOT SCALA 0/4 V) SHEATH ALL EXTERIOR WALLS A5 UJI UNLESS NOTED OTHERWISE. N N I(0' MIN 5INGLE PORTAL FR. (ADJUST MAN �w� 70 MEET APA MINIMUM WIDTH REQUIREMENT). SHEATH BOTH SIDES DIMEN510N5 PROVIDED BT RUSH RESIDENTIAL — CONFIRM DIMENSIONS WITH RUSH PRIOR TO POUR f=OUNID AT I ON :='LAN ENC:;lNEEfRlNG_ DO NOT 5CALE (1/4' = 1') 16' MINIMUM PORTAL FRAME WIDTH. ROOD 5HEATHING 5CHEIDULE 24" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS �'� 6.0 40 PSF 1/16' S 10 PSF 15/32111/21 32/16 EXtE R9 4x12 D D HEADER HEAR U1 't1 LL 175 PSF 23/321,3/41 48/24 16' MINIMUM PORTAL FRAME WIDTH. ROOD 5HEATHING 5CHEIDULE 24" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS �'� 6.0 40 PSF 1/16' 24/16 10 PSF 15/32111/21 32/16 130 PSF 19/32', 5/S' 40/20 175 PSF 23/321,3/41 48/24 ROOD 5HEATHING 5CHEIDULE 1(o" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL $PAN RATING (UP t0) tNICiWESS 100 P5F 1/16' 24/16 ISD PSF 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11tN EDGE SUPPORT. R5032.I.KI) DIMENSIONS PROVIDED BY TRUSS MFR BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. v TION (S; fRA V I T L041D ENGINEEfRINC:;. DO NOT SCALE (I/4" = 1') TRUSS FINAL SHOP DRAWINGS TO BE PROVIDED TO HODGE ENGINEERING FOR REVIEW AS SOON AS COMPLETED. IF FINAL TRUSS DRAWINGS DIFFER FROM DESIGNERS TRUSS DRAWINGS ADDITIONAL ENGINEERING WILL BE REQUIRED. LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEAD �'� 6.0 L V 2. 0 SNOW 3.0 SCUD/COLUMN � DESICaNAtOR ry+" ,��' EXAMPLES10 o SHEARlUALL DESIGNATOR � va HOLDOUJN/StR4P DESIGNATOR STNDI4 (zx.6ws c514 DETAIL CALL-OUT 1 D1 00 Z 0 W w F -4 milmoll rl� - BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN H. DATE 0. .2023 REVIEW IAN N. ENGINEER ZACK C. SHEET z OF1 0SHEETS PROJECT NUMBER 230346 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT (3 CAR OPTION) SITE CRITERIA SIMP50N 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 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 70N FRAME ALL :AS OPEN TO AVE W/ (2) 2x6 iTUDS g 16'O.G. 32 D2 D3 D3 UFFEfR f=LOOfR L TEfR L ENGINEEfRING DO NOT 5CALE(1/0 11 =1'J SHEATH ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE vENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS (3RD CAR 0F0 ORD CAR OPT) BALLOON FRAME ALL AREAS OPEN TO ABOVE W/ (2) 2x6 HF'2 STUDS 6 16'O.G. 174IN f=LOOfR LATEfRAL ENGINEEfRING DO NOT 5CY4LEN/all = 1'J SHEATH ALL EXTERIOR WALLS AS w NLESS NOTED OTHERWISE. 3'o.c. NAILING -CONTINUOUS SHEATHING OVER MUD 5ILL TYPICAL ALL EXTERIOR WALL5 f=f;; EE 5TANEDING TU5 Of=TION, DO NOT SCALE (I/4" = 1') 5wl (RI 4x8 DF*2 0 SUI( DO NOT SCALE ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO JOB NUMBER 55611300. DO NOT SWITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE DIMENSIONS PROVIDED BY TRUSS MFR BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. TRU55 FASTENER SCHEDULE: A35 m 32' cc OR 5DWC 6 m 1(o' OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) (2)H2.5s -TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) LGT4 - DI (L,R) 29 D2 (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARING. REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI VAIL SHEATHING TO ALL AMINCs MEMBERS U51NG 8d W/ 3' GRID PATTERN. INSTALL 5IMP5ON L5TA 5TRAF6BACKs1oE oof= � MIN V Ifil' LOAD IN ROWS I(od SINKER la 3110.C. DO NOT 5CY4LEN/4 V) PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND ?RLISSES PER MANUFACTURER 5HEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131' SIMP50N PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT 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 8030 EDGES (30)-5D5 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 O.C. 5/6' a 46' O.C. 1/2 tv 36 O.C. 2601365 5THD14/5THD14RJ - 3500* (2) STUDS U1/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR SU12 A 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' -9 24' O.C. 1/2 s 11 O.C. 41301685 SU14 1/1(01055 ONE SIDE ad 6 2' O.C. (2) 2x STUD 16d s 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 SUS 1/1(01055 50TH 51DE5 ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' 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 HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN 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 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 )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 5HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) 5HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMP50N MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMP50N PRODUCT FASTENERS NOMINAL MODEL NUMBER RX ANCHOR BOLTS 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* 40/20 MIN. U� HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 HDUS - DF MEMBER 18100 SPAN RATING MIN. U.N.O. HDUII - HF MEMBER 8030 N/A (30)-5D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 15/32111/21 1 LONG DIMENSIONS PERPENDICULAR t0 ROOF HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* 5THD14/5THD14RJ - 3500* (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 5IMP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'5 APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) (IRC 6023) STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE BALLOON FRAME ALL AREAS OPEN TO ABOVE Wl l2J 2x6 NF"2 STUDS im 16'O.G. LEGEND 24" O.C. TfRU551RAFTER6 POINT LOAD IGEI' NOMINAL MEMBER RX FACTORED DEVD Z.O 6.0 40 PSF 1/16' SNOW 3.0 SCUD/COLUMN � DESIGNATOR 130 PSS EXAMPLES 40/20 I15 PSF U� SHEARUJALL DESIGNATOR � 1(0" O.G. TRU55/fRAFTER5 O HOLDOUJN/STRAP SPAN RATING DESIGNATOR STHDI4 THICKNESS I00 PSF t2k;614s C6I4 DETAIL GALL-OUt 15/32111/21 1 LONG DIMENSIONS PERPENDICULAR t0 ROOF D1 f�5032.I.Kl) ROOF SHEATHING SCHEDULE 24" O.C. TfRU551RAFTER6 SNOW LOAD NOMINAL gpAN RATING (UP t0) tNICKNESS 40 PSF 1/16' 24/16 10 PSF 15/32', I/2' 32/16 130 PSS 113/321,5/6, 40/20 I15 PSF 23/32', 3/4' 48/24 ]ROOF &HEATHING 5CHEIDULE 1(0" O.G. TRU55/fRAFTER5 SNOW LOAD NOMINAL SPAN RATING IUP TO) THICKNESS I00 PSF 1/16' 24/16 I80 PSS 15/32111/21 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. f�5032.I.Kl) 000 0 Z 0 0 5:W w L >% 700 __ aoQ vi U rr U N O �' � N fii •L N �N •O O cLU �o LJ.I ��Q�0�o J L L C c 0 U g a ; 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT ENSURE VENTS ARE NOT AT HOLDOUIN OR POINT LOAD LOCATIONS (TYP) SITE CRITERIA SIMPSON 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) 551x30' U.N.O. CATEGORY POST PER PLAN 42 OWNER PER OWNER OWNER (3(o)-SD5 Y'x 2Y2' TO 6x6 MIN. RESPONSE S1 RESPONSE Ss POST PER PLAN 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 ELEVATION B HOLIDOWN SCHEDULE SIMPSON PRODUCT FASTENERS 2OoR 24 MODEL NUMBER ® ANCHOR BOLTS NAILS SCREWS CAPACITY# OR 4.OK CAPACITY HDU5 - SIF MEMBER 4340# N/A (14)-6DS y'x 2Y2' TO (2) STUDS 55 5/644 U.N.O. HDU5 - DF MEMBER 56450 POST PER PLAN MIN. WDU8 - HF MEMBER 5820# N/A (20)-SD5 Y4'x 2,V2' TO (2) STUDS 56T526 OR 55 1/8'x24 HDU8 - DF MEMBER 1810# POST PER PLAN MIN. URO, HDUII - SIF MEMBER 8030# N/A (30)-SD6 Y4'x2J/2- TO 6x6 MIN. 551x30' U.N.O. WDUll - DF MEMBER 9335# POST PER PLAN 42 HDUI4 HF MEMBER 9260# N/A (3(o)-SD5 Y'x 2Y2' TO 6x6 MIN. 551x30' U.N.O. WDU14 - DF MEMBER 144450 POST PER PLAN -12 &0 54 4& 4S'x4&'xl2" WI(6) 104 EACH WAY 5Tl-ID14/STl-ID14RJ - 3500# (2) STUDS U1/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A M5TC6653 - 4.900 PER MFR N/A N/A C514 - 2490# (18) ed EACH END N/A N/A t'l IN f=LOOfR f=fR MING/ f=OUNID TION '=LN ENGINEEfRING DO NOT 5Cy4LE(1/4 11 = V) ENSURE VENTS ARE N07 AT NOLDOIUN OR POINT LOAD LOCATIONS (TYP) 5LOCKING RESTRAINT AT JOIST END E EACH INTERMEDIATE SUPPORT (SEISMIC ZONE D R502.1) L 0 W E f;;i� �;ii� 00f= A t"�j I N V I T ztzk:' 0IIN DO NOT eCy4LE(1/4 11 = V) rRUCT I ONS =SSURE TREATED WOOD SHALL BE SIMPSON D FOR CORROSION PROTECTION. _R'S APPROVAL. (RJ=RIM JOIST) PROVIDE ALL FINAL SHOP DRAWINGS TO HODCxE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE J015T5 AND TRUSSES PER MANUFACTURER FOOTING PAD 5CHEDULE FOR 1500 PSF SOIL. BEARING POSITIVE POST TO FOOTING CONNECTION 2OoR 24 20"DIA. OR 24"DIA. x S' ® POST PER PLAN 2.5K CAPACITY OR 4.OK CAPACITY 24 24"x24"x8' W/(2) 04 EACH WAY ® 5.5K CAPACITY POST PER PLAN 30 30'x30"x10" W/(4) 414 EACH WAY ® 6.5K CAPACITY POST PER PLAN 36 36 "x36 "x12" W/(4) *14 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42 "x42'x12' WK5) 04 EACH WAY 16.5K CAPACITY POST PER PLAN -12 &0 54 4& 4S'x4&'xl2" WI(6) 104 EACH WAY 21K CAPACITY 54'x54'xl3' WKI) *4 EACH WAY 2 l CAPACITY &0'x&0'x14' WKS) 04 EACH WAY 33K CAPACITY rt21x-I2 x16 W101) 04 EACH WAY 41K CAPACITY POST PER PLAN POSITIVE POST TO FOOTING UJ/ S IMPSON EP5, P5 (2)A35, OR MA5 U.N.O. v• . A Q d. d : d 4A REBAR MAT PER a a ' FOOTING SCHEDULE . c a ° 3" FROM SOILOSIDES 4 BOTTOM d. G 00 Z 0 W w F -4 millmll rl� - L h�c 'c')0 wI rte3Q C))' N (� rr U N O �' 7(C;N fii •L a) a) .0 c) O a) �c�Q�0�o a)L c O c a) � a a) Cc la (6 a) N V O V 0 0 f6 ~ N a) U L L U C qui+, � a)°>,ca) c o c t. N 0 c '0c 2 '� 7 O 0 a >, O OQ t N O U (a — N- N CF— cn Q U U '§ U a) >, O NC N LO '� a) cn (a -0 U Q -0 BUILDING CODE 2018 IBC 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 4 OF10SHEETS PROJECT NUMBER 230346 � ,� 37886 0 � \FSS/ONALENG� COPYRIGHT cQ2023 HODCxE 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: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT SITE CRITERIA 24" O.C. TRU55/RAFTER5 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 24/16 CATEGORY 15/32', I/2' 32/16 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 16' MINII'1UI'1 PORTAL FRAME WIDTH. SHEATH BOTH SIDES EADER R WALLS N N 16' MIN SINCsLE SID__ PORTAL FR4ME. (ADJUST MAN DOOR TO MEET APA MINIMUM WIDTH REQUIREMENT). SHEATH BOTH SIDES 3fR[:) C fR ELEV TION 11511 r1741N f=LOOfR LATEfRAL ENGINEEfRINC=i: DO NOT SCALA 0/4 V) SHEATH ALL EXTERIOR WALLS A5 UJI UNLESS NOTED OTHERWISE. DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO POUR 3fR[:) C fR ELEV TION 11511 f=OUNIDATION :='LAN ENC:;lNEEfRlNG_ DO NOT 5CALE (1/4' = 1') 0 11511 =3f;; D C f;; ELEV TION Uf=f=EfR f=LOOfR fROOf= f=fR IING C:;fRAVIT"' L041D ENGINEEfRINC:;. DO NOT SCALE (I/4" = 1') ROOD 5HEATHING 5CHEIDULE 24" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS �'� 6.0 40 PSF 1/16' EXTEND I I HE ■ 9 4x 12DF1 EfR O 1l Ewl 2/ v ■ 130 PSF 19/32', 5/S' 40/20 175 PSF 23/321,3/41 0 11511 =3f;; D C f;; ELEV TION Uf=f=EfR f=LOOfR fROOf= f=fR IING C:;fRAVIT"' L041D ENGINEEfRINC:;. DO NOT SCALE (I/4" = 1') ROOD 5HEATHING 5CHEIDULE 24" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS �'� 6.0 40 PSF 1/16' 24/16 10 PSF 15/32111/21 32/16 130 PSF 19/32', 5/S' 40/20 175 PSF 23/321,3/41 48/24 ROOD 5HEATHING 5CHEIDULE 1(0" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL $PAN RATING (UP t0) tNICiWESS 100 P5F 1/16' 24/16 ISD PSF 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11tN EDGE SUPPORT. R5032.I.KI) TRUSS FINAL SHOP DRAWINGS TO BE PROVIDED TO HODGE ENGINEERING FOR REVIEW AS SOON AS COMPLETED. IF FINAL TRUSS DRAWINGS DIFFER FROM DESIGNERS TRUSS DRAWINGS ADDITIONAL ENGINEERING WILL BE REQUIRED. LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEAD �'� 6.0 L V 2. 0 SNOW 3.0 SCUD/COLUMN � DESICaNAtOR ry+" ,��' EXAMPLES10 o SHEARlUALL DESIGNATOR � va HOLDOUJN/StR4P DESIGNATOR STNDI4 (zx.6ws c514 DETAIL CALL-OUT 1 D1 00 Z 0 W w F -4 milmoll rl� - BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN H. DATE 0. .2023 REVIEW IAN N. ENGINEER ZACK C. SHEET 5 OF1 0SHEETS PROJECT NUMBER 230346 GOPI'RIGNt cQ2023 HODCxE ENGINEERING, INC. THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230346 FOR: RUSH RESIDENTIAL PLAN: SUMMIT (3 CAR OPTION) SITE CRITERIA SIMPSON 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 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 70N FRAME ALL :AS OPEN TO AVE W/ (2) 2x6 iTUDS g 16'O.G. D3 D2 D3 UFFEfR f=LOOfR L TEfR L ENGINEEfRING DO NOT 5CALE(1/0 1'J SHEATH ALL EXTERIOR WALLS AS 5WINLUNLE56 NOTED OTHERWISE. ADJUST CRAWL SPACE vENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS (3RD CAR 0F0 ORD CAR OPT) BALLOON FRAME ALL AREAS OPEN TO ABOVE W/ (2) 2x6 HF'2 STUDS 6 16'O.G. I IN FLOOR L TEfR L ENGINEEfRING DO NOT 5CALEN/all = 1'J SHEATH ALL EXTERIOR WALLS AS wi UNLESS NOTED OTHERWISE. 3'o.c. NAILING -CONTINUOUS SHEATHING OVER MUD 5ILL TYPICAL ALL EXTERIOR WALL5 f=f;; EE 5TANEDING TU5 Of=TION. DO NOT SCALE (I/4"=1') (RI 4x8 DF*2 0 DO NOT SCALE (1/4" = 1') SUI( ENGINEERED USING BUILDER PROVIDED MFR ?BLISS LAYOUT COMPLETED 57 THE TRUSS CO JOB " 556113005. DO NOT 5WITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING NODGE DIMENSIONS PROVIDED BT TRUSS MFR, BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. TRUSS FASTENER SCHEDULE: A35 is 32' cc OR 5DWC (o g 16' OC. (TYPICAL AT ALL GABLE ENDS) NI - TYPICAL AT ALL TRUSS t0 PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (2)H2.5s - TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARINCs, REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION, 29 D EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI NAIL SHEATHING TO ALL FRAMING MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL SIMPSON L5TA STRAP g BACKSIDE l2J ROWS I(od 5INKERs 3'O.C. 00f= f=MIN VlTll' LOAD ENGINEEfRINC:p DO NOT 5CY4LEN/4 11 = V) PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND ?RLISSES PER MANUFACTURER �Dl �5 SHEAR WALL NY41LING SCHEDULE Iled = 2-1/2'x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT 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)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 933510 (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 O.C. 5/6' a 46' O.C. 1/2 tv 36 O.C. 2601365 5THD14/5THD14RJ - 3500* (2) STUDS U1/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR SU12 A 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' -9 24' O.C. 1/2 s 11O.C. 41301685 SU14 1/1(01055 ONE SIDE ad 6 2' O.C. (2) 2x STUD 16d s 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 SUS 1/1(01055 50TH 51DE5 ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' 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 HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN 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) ROUES OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED U1/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF I' 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 5CHEDULE SIMPSON PRODUCT FASTENERS NOMINAL MODEL NUMBER RX ANCHOR BOLT$ NAILS SCREWS CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/844 U.N.O. HDU5 - DF MEMBER 5645* 40/20 MIN. U� HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $5 1/8'x24 HDUS - DF MEMBER �8�0# SPAN RATING MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 933510 15/32', I/2' 1 LONG DIMENSIONS PERPENDICULAR t0 ROOF HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* 5THD14/5THD14RJ - 3500* (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 51MP50N '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) (IRC 602.3) STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE BALLOON FRAME ALL AREAS OPEN TO ABOVE W/ (2) 2x6 HF"2 STUDS 0 I6'O.C. LEGEND 24" O.C. TfRU551RAFTER& POINT LOAD IGEI' NOMINAL MEMBER RX FACTORED DEVD Z.O 6.0 40 PSF 1/16' SNOW 3.0 SCUD/COLUMN � DESIGNATOR 130 PSF EXAMPLES 40/20 Ilb PSF U� SHEARUJALL DESIGNATOR ml SwI� 1(0" O.G. TfRU551RAFTER5 O HOLDOUJN/STRAP SPAN RATING DESIGNATOR STHDI4 THICKNESS 100 PSF t2k;614s C6I4 DETAIL CALL -OUT 15/32', I/2' 1 LONG DIMENSIONS PERPENDICULAR t0 ROOF D1 f5032.1.1(I) ROOF 5HEATHING SCHEDULE 24" O.C. TfRU551RAFTER& SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS 40 PSF 1/16' 2/16 l(D PSF 15/32', I/2' 32/16 130 PSF 19/32', 5/8' 40/20 Ilb PSF 23/32', 3/4' 48/24 ROOD 6HEATHING SCHEDULE 1(0" O.G. TfRU551RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 1/16' 2/16 ISfd PSF 15/32', I/2' 32/1(o LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH, EDGE SUPPORT. f5032.1.1(I) 000 0 Z 0 0 5:W w L >% 700 __ ao �f�ii •;Lo�N rrU L� U QO �N O a) a) Ott 0Lo L L ->ocga n V�V N 5f6 00N f6 ~0O N U L L U C co0ca�>�Ej ,0)NOa(0 C� O N ,Q O C0) 70 t � cNcNaEL1c�NNNg�N0UU � O0a, o a N 70 U Q 7 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 230346 GOPI'RIGNt cQ2023 HODCxE ENGINEERING, INC. T14_15 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 DOU5LE 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 5E 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,�ir � ° o ° 2 � MIN GAP. EDGE CLIPS z oI d I° TYP. SHEATHING TO FRAMING � RECOMMENDED FOR 24/1 FROM TANK CAP AND S,�SE. 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 of g 2 0 0 to II 5LOCKING 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 5E NAILED TOGETHER WITH pC 2X STUD 4 PLACES °� 00 ° ° ° ° ° ' o 0 0 0 ° o ° ° 1=1z,�MING (STUDS, 5LOCKING, � ad NAILS 6 (o" O.C. AT °° °° °°° °°°°° °°° ,�NDSILLS)T'rP. (3) l(od SINKERS. 2 1 010000 000 00000 0010 51RD5LOCKING 2 DRYWALL PER PLAN ° ° ° ° ° ° ° ° � � 2 (2) CONTINUOUS 04 RE5AR AT oIo 0 0 0 0 0 0 0 o 0 0 0 0 0 0 oIo SHEATHING SRE,�K ,4 OP A O ADR FOOTING. •• 010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 • �01 2X STUD WALL 00 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 o UJ/ TWO ROWS OF 1�D SINKER :. .•• EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� W 3 I I NAILS 3 O.C. Tire. , TO TOP OF DOUBLE TOP 3 �, o0 009-0-0 00 12 O.C. �o VENT FLUTE - 010 1�3 ® 2 ° ° (BACKSIDE) (BACKSIDE) (BACKSIDE) ° � 0 10 L5TA18 STRAP (5ACK51DE). USEj ' • PLATE° 010 o 0 oIo LONGER SERIES To EXTEND To sISTEM U�LL 010 01°I° °I° REQUIRED °°° °° � °° ° ° ° ° ° TOP OF PONY WALL, IF PRESENT. SIMPSON H1 EACH TRUSS ANCHOR 55E TO WALL °I° I o°I° OR RAFTER °oIo olo 1" 0DESIGN VALUES INTERPOLATED a • PERPENDICULAR TOP o FROM APA TT-100H TA5LE 1 - z _ .. .. .. .0 . .. PL,TE INTERSECTION UN.O. • goo • 0 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 S :3 q- 2 II • • PLAN 8001= SHEATHING = � � � � � o N 1/1 055 SHEATHING MIN. ~�' .. .. .. • . NAIL W1 ad 6 6" O.C. FOR � n��N�° ��o • i • i i • i • i • • • • i 4% N O i ' .. .. .. .. .. 5THD 14 (UN.O ON PLAN)0 a) ' • ' • 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 !Z'— N � C L O O 2 O O 0 0 0 0 12 0 0 0 0 0 0 0 0 • • • j L N N ~- d.0. I •0•p .0.p .0. I y u>+' N N 0,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 GA5LE ENDS � _ = o � � Q � 9 a 9 4 f e f o a) O � a • , ... ... x � 'gin c >, a v O° N � N c v. a d. p. o. o p. o. v z N :_ N m O 0 a •v D� o O v� o O O t U N L N A v o e O b. e 1 II •• U51NG 5W1 5HEARWALL�� N( c' E c —— a. o — o/S ,�NCHORSOLTUJ/IEMBED L� o ' v - - SECTION f•-t — f�-t II 1 II • I I p U U U N N, SCHEDULE Q o v av �• ay. v 4• �� vo o. oo oo , W1 MIN 3 x3 x.229 PLATE WASHER _ � _ C-) . L O cc O C N ri 0 IBC FIGURE 2308:652 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o 4x4 P05T UNO. GUSSET o GIRDER SPLICE. / 1(od 2x SOLE PLATE TO RIM , P.T. POSTS 1F LE55 THAN S" FULL DEPTH GUSSET EACH UJ/lid PER 5HEARWALL a / �� 3 1 CUT TOP PLATE OR DROP � SCHEDULE �, 12 FROM 501L s IDE (10)104. MIN 4X(o POST o SEAM DO NOT CUT SEAM / S II $ .. $ II g ad 'm � o.C. 50TTOM PLATE _ • � 3/� T �G SUSFLOOR ad NAIL j TA OST CONNECTION: 2 II � o � 2 DoUSLE TOP PLATE 2 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. 6 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 SE,�M UJ/ - - I I ® ROOF SHEATHING PER � -S POST CONNECTION: 5LOCK ALL 5EARING. FACE 2 . Root= SHEATHING 2 RIM To TOP PLATE WITH CONTINUOUS TOP PLATE. - GU55ET 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO . / � STRAP MAY BE PLACED ON - - SCHEDULE l(od AT S' O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. • 51DE OF TOP PLATE II 2 TOENAIL J015T TO TOP LATERAL 5RACE WI(4)l(od 5IMP60N EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • � )PLATE E,�CH SIDE((o) l(od NAILS S �_� OR MA5 W12x HF #2 STUDS AT� • � � 12 POST CONNECTION: . 21(0" O.C. (UN.0) W/Sd NAILS ad SHEATHING TO STUD � (2) lid NAILS 0 1�" O.C. CRO55 5RACE WITH 2X4 AS 8 DO NOT CUT INTO 4S r / o � -rI 3/S, MINIMUM EDGE PER 5HEARWALL 3 SHOWN WKE )1(od EACH END. DEGREE SHEAR CONE OF 5E AM PER PLAN ,ADD 4X4 BLOCK 5ETWEEN UND ISTURSED 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) •4 1(od Is 1(o' O.C. on • S g PLYWOOD FILLER � 2x STUD (AS REQUIRED) ° � 3/4T 4G 5U5 FLOOR 4� g HEADER PER PLAN - / j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE g / FLOOR J015T PER PLAN(2) lid NAILS�o � (o SQUASH BLOCKS DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL MIN. FOR > (o' OPENING UNO. - CONNECTION PER POINT LOADS / o S SEPARATE FLOOR TO ri i RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •2 �o FLOOR CONNECTION 12 J015T WITH (2) l(od CONTINUOUS TOP FLAT •' ' / E . DETAIL11 •• � � 2 CONTINUOUS FULL HEIGHT 5EAM ANDHEADER VERTICAL 058. SREAKFLOOR TO FLOOR CONNECTION D1 4 0 5ETWEEN TOP PLATES AND EXTEND DOWN OVER 2x STUD WALL PER PLAN • / MUD5ILL ' / 2 CONCRETE SL,48 PER PLAN Ln FOOTING SLoCK ,ALL PANELv • ' < •A - EDGES NOT LANDING ON 3 VAPOR 5ARRIER 2x MEM5ER •.'. � PER PLAN (D FOOTING CORNERlow, oe / • A TOP/50TTOM PLATE TO 2x PT W1 ,ANCHOR 5OLT5 STUDS W1(2) l(od THRU 2 PER 5HEARWALL SCHEDULE A FOOTING CORNER FOOT ING 'T' 5TEMWALL CORNER • .• � NAILS TiP. (3) 1�d THRU � 04 HORIZONTAL 31 _ 511RO F4A ROM FOR 5U3, SUT 4SUS1�m � 1 S SHEAR WALLS d . TOP OF STEM AND 6 12 O.C. � E R LL - J 24" STEM SHOWN X 0 � 3011 M IN IM I UM LAP SPLICE � 2x PT MUD SILL WITH � '� %\\i\\i\\i\\i\\i\\i\\i\ •• . \i\\i\\i\\i� II ° _ _ �\//\//\//\//\//\//\// �' a \//\//\//\ #4 VERTICAL DOWELS e -3(o � 11 .,\\\\\\ \\\\ �oi• ,ANCHOR 5OLT5 PER � � %moi\/i\/i\/i\/i\/i\ I �•' . /i\moi\�/\%41 10 -� ,� ��r\\r\\r\\r\\i : \\r\\,. O.C. IF COLD JOINT, \� \1 EXTEND TO 3 OF THE VERTICAL RE5AR NOT � SHEAR WALL TA5LE A � j. .\�\ � � N \ II SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ S •'' a . \\//\\ \\//\\//� PERSPECTIVE OVERVIEW � WITHIN 12 OF ANYi i\ �,� FOOTING 5A6E. EXTEND II FROM / �" \\i � 14' MIN, INTO STEMUJ,4LL CORNER) MIN �-- \i\ \ / • « --- /\\� \i \ a TYP (U N.0) �• EDGE — a._— — v a.000 — — . ° .a .•' .� i-1 11= I I=1 I I=1 I I=1 I I=1 I I=1 I I� ,III=I i (2) #� CENTERED IN 2 3 SL A5 ON GRADE WHERE -III—i-1 I I—� I i—III-1 I I E ERED 2 .. S FooTING J2" MIN / a a / SPECIFIED PER PLAN °J a BUILDING II 1 •. D .. • • _ • ° ' S FOOTING AND 8001= CODE 2 018 15C STEM WALL CORNER STEM WALL T •, . • DROP JOISTS WHERE D ° j MIN. FOUNDATION D IMEN51 ON DRAINS IF REQUIRED D SPECIFIED PER PLAN WIND •' NUMBER OF FLOORS WIDTH THICKNESS WIDTH v •D . • SUPPORTED 5Y FOOTING I OF FOOT ING OF FOOTING OF STEM g NATIVE UND 15TUR5ED 501L EXP. 5 91 MPH '• D • • 4 a Q° 1 FLOOR 12' K/" (O" OR STRUCTURAL FILL PER SEISMIC DESIGN ,12 v. / 13 / .. a • � . 2 FLOOR 1�' (o ° (o II GEOTECH CATEGORY D ` p ` ° 3 FLOOR 1511 Q II Q II a1 FR05T DEPTH 5Y ROOF SNOW ISc T,�SLE 10013.1.� � � JURISDICTION LOAD 25 P5F 12 8 6 3 CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 5LA5 D1 2x STUD WALL PER PLAN ENG. P.E. (IFLOOR E JOIST OR JOHN H. LANDING DRIVEWAY APPROACH PER('0).3/4 2 31� T �G SUSFL ooR (UN.o.) 11 ARCHITECTURAL SHEETS 08.1.2023 2 2X4 LEDGER W(2) 10d �' 2 �.' :,_ ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' ,- j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIEEd COOLER 2 GARAGE 6LA5 PER PLAN FI ,�N 1,4N H. LooR GIRDER PER PL • NAILS 6 S" O.C. OR TYPE ENGINEER • . 5-1/2II MINIMUM MATERIAL 6 . ;pp-- 51W SCREWS o 1(o' O.C.� FULL DEPTH BLOCKING Z,�CK C. DIAGONAL 5ETWEEN R15E � � � 3 3 CONTINUOUS RE5AR � REQUIRED �4T ALL SEARING SHEET AND RUN II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o N,4 I L 12 o.C. (UNo.) � • 3 UPPER FLIGHT OF STAIRS :� _ 2 o CRACK CONTROL) � JI A. SUPPORTED ON 3/4 T 4G -4 * 2x PT W1 ,ANCHOR 5OLT5 11 1 11 PER SHEARWALL SCHEDULE ad NAILED O.0 Sd NAIL 12 O.C. ON ,ALL � \/ /\i\i\/i\/i\/i � � . � COMPACTED S,�ND/GR,4VEL � ��. 2 /� N 2 x ,\\/\\/\\/\\/\\/\\/\\/\ d z 11-511 (o PANEL EDGES 12 O.C. �: FRAMING MEMBERS NOT ,4T D o D ;\\//\\//\\//\\//\\//\\//\\// #�• HORIONT,�L 3FROM S MELDPANEL EDGES (UN.0) TOP OF STEM 12" O.C. i� E AND CONTINUOUS BUILDING 2 X� THRUST BLOCK UJ/104 /\\/\\/\\/\\ 24' STEM SHOWN 0 F SHEETS ORIENTATION OF CORNER � `� / / / / � 4 o FOOTING PER FOOTING ,\i .\\ice „ S Q � O.C. NAIL TO LANDING : - �\i \ ,,' II g STUD MAY VARY DETAIL �!�\ 11 , � 04 VERTICAL DOWELS a6 3(o J015T S • / PROJECT NUMBER //\/ O.C. IF COLD JOINT. EXTEND • 3/�' TSG SUSFLooR ad NAIL 6 � O.C. ALL .\\/ • iL--- X30346 o. HOLDOUJN PER PL,�N `-- TO 3" OF THE FOOTING 2 .y FRAMING MEMBERS �4T .. � 2 , ° II S 2X8 LANDING JOISTS 1 — _ — _ — = 5A5E. EXTEND 14MIN. PANEL EDGES � 12 O.C. �—III— I I—III—III—III—I 11=1 I I—I 11—I I INSIDE CORNER 2 ; . -I �� I-I INTO 6TEMWALL (uN.0) 104 O.C. RIM TO ON ,ALL FRAM ING MEM5ER5 / D Q D ' � g \ \ 11 0 NOT AT PANEL EDGES .,� /�\,, \ \ \ \ D D D � 12 g FR05T DEPTH Sir w 23 12 TOP PLATE \/\/\/\/\ JURISDICTION P L5C AT TOP 4 A35s \/ \ \ \ \ (o ad NAL a �' O.C. (LL (2) EN EKED IN FOOTING 1 Is 50TTOM'• •• • �. t •.�. .f 1 y f .' '••.• .. . // / / • . •.. • ' ... • • •• . •• ' . . C T MIN. FOUNDATION ON DIMENSION PANEL EDGE5XUN.0) /\\ \\ � NUM5ER OF FLOORS WIDTH THICKNESS WIDTH 11 NOTCH STRINGER TO REST SECTION i ,. / • .. • .. . • . . • ' SUPPORTED 5�' FOOTING OF FOOTING OF FOOTING OF STEM 11 FOOTING AND ROOF 1 n n FG / STRINGERS SPANNING OVER ON LEDGER D o s T E �, 1 FLOOR 12 DRAINS IF REQUIRED (o STEPS MUST 5E SUPPORTED , II II �ssio ��G III �j /,, �j 2X TREADS WI(3) 10d � 2 FLOOR 1 � (o (o NATIVE UND 15TUR5E D 501E `N A� W/TX�G/ BE,�M ON �XT POSTS. 12 � � II II II 12 (D (D 10 POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL SILL PER ro OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT c 2023 OR STUDUJ,�LL n rT O13 7 15C TA5LE 1009.1 4 COPYRIGHT ENGINEERING, INC. t�IIS DOCUMENt X645 BEEN DIGIt,4LLY SIGdJ�D PSR 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNER D1 CONT INI�Ol�S 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O 15T5 D1 WAC CERTIFICATE M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAt� M�4Y BE REMOVED BY tNE JURISDICtION 26) 22) 18) 14) 1 3/4' �ruuoo 1 FACE OF FOOTING 5U�1=BOOR 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT 1 (FLOOR J015T PER PLAN AND 51 TE WORK ARE THE RE SPoN51 1 L I TY 01= THE U I L D E R 2 TOP OF SLOPE z 2 SMEAR WALL NAILING PER AND CIVIL/GEOTECHNICAL ENGINEER. 0 PLAN D I APHRAGM OPENING Mn 3 H/3 5UT NEED NOT > (I FLUSH DOU5LE 2x J015TBLOCKING UJ/ 3� PER PLAN UNLE55 A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED 40' MAX W 1 DC OR MFR DOU5LE JOIST HODGE ENGINEERING THE SEARING SOILS ARE ASSUMED 0 • � � 1= • WITH WE5 STIFFENERS Ole' 1� TO 5E 1500 P5F OR 2000 P5F. WHEN PROVIDED, FOLLOW � TOE 01= SLOPE C514 STRAP ALL DIRECTION OF THE GEOTECHNICAL REPORT. ORT. • ° • SEAM PER PLAN Np S . • F=LOOR JOIST PER PLAN H/2 5UT NEED NOT • SHEATHING PER PLAN • 2 EXCEED 15' MAX w . • STUD/POST PER SMEAR a DACE OF STRUCTURE o 1 WALL SCHEDULE 2 5EAM/D5L J015T PER PLAN • �o M5TC4053 (WHEN AROUND OPENING (TYPICAL . ,• 2 SPECIF=IED ON PLAN) 4 PLACES) CU N.0. ON PLAN) Z ' • 3 (2)C514 OPTION �o BLOCKING FOR STRAP (01 ' , C36' MIN LENGTH, WRAP • • AROUND 5E AM / g 4c; 0 18' MIN TO STUD WALL N L U fi5 •L > 6 N 0 N O a) +r �� w �c��L0So �_ L L O S 0 (01(C514 OPTION V aA � N N r"i p c (� ._ . 3 �< O a> � _ 7 Y f6 N N V C'� V 0 0 9 NAIL SHEATHING TO 5E AM. 0- C'a 3C(on)C f6 ~ O N U L L U C DO NOT 5REAK �vi, a)2L°aa �c_ ���p�QE�Q f� f� . 2 N Z O U N '� N N SHEATHING o SCF mC Ca) aE �c�Na�i-0 Q U U C U 70 N j, O N C LO '� N N 26 r22 18 15C FIG 1808.1.1 14 0 5HEAR WALL AT 5EAM D2 LARGE DIAPHRAGM OPENING D2 D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2 i 8 � a� a� j C2) 2x4 LAMINATIONS UJ/ (1� $N 1 2x F=LOOR JOIST OR MF=R = 1 CS) l(od NAILS STAGGERED 1 END LENGTH = 19' $ � � 8 N ROW OF STAGGERED 10d o � wx .� J0I5T. SPACING 4 51ZE PER _ �, AT EACH SIDE OF TOP , M � � 5- o PLAN N N COMMON WIRE NAILS a6 12 cc SIN ,� PLATE SPLICE. 1 • ° '�P O 1 2 PROVIDE MINIMUM 1-5/5 u N 2 (3) ad TOE NAILS EACH ° = r� S� N 2 (2� 2x(o LAMINATIONS W/ (2� �% •' .° END END DIST,4NCE - - _ 2 c 2 (3) 1(od NAILS STAGGERED •• . N�t�, E D • SIDE EVER' 16ON CENTER = 20 N ROW OF STAGGERED 10d •. °° LE cuT LENCxt� • - - - M4 m 11 AT EACH SIDE OF 50TTOM 66 • CUT • _ ° COMMON WIRE NA I L S � �O OC PL ATE SPL ICE. ,. •. LENC�T�..I leeLENC�T�..I (18) ad N,41L5 IN EACH END • N • 3 2x 5LOCKING CENTERED ON EACH SIDE •. OU TO PLATE. F=U ° ° ' 3 (2) l(od NAILS 6 16" cc INTO � • DOU5LE PPL E LL DEPTH STUDS 1 • - ' (3) 2x4 LAMINATIONS UJ/ (1�011 �0 • 1 � 2-1/2 � 1 � CLEAR -� 2 - , 0 Co ROW OF' STAGGERED 30d SPAN 00 3 SPAN CLEAR I 5IMP50N 36" C514 MAY 5E lU4 SIMPSON A35 REQUIRED ° COMMON WIRE NAILS 160"o � F=0 SUJ2 SUJ3 SHEAR = EACH SIDE USED IN LIEU OF NAILING ,45 4 R E R ° • WALLIS. (2) SIMPSON ,435 AT1' 1 IND ICATED.CNOT SHOWN FOR00 e- � •e (3) 2x(o LAMINATIONS UJ/ (2) CLARITY) 5W4 4 5W5 SMEAR WALLS Q e END (STAGGER AT E,4C�-I SIDE _ ROWS OF STAGGERED 30d °: ENGTW LEN0 11 - 2 1/2 COMMON WIRE NAILS S'oc °• OF 5LOCKING) 1-1/2 � 2 2 � EACH SIDE ° .. • ° . . INTERIOR SMEAR WALL ° 1-1/2" 3 . 3 1 NAILING 4 SHEATHING PER 1 SECTION VIEWOVERALL PERSPECTIVE PLAN. 1 NOTE: PLATE SPLICE APPLIES WHEN No oTHER' 2) C514 5 0514 00000000 SPLICE 15 INDICATED. 2 3 2 7 MR WS 5.3.3 r -10K >C � r23' r19 -* 15 INTERIOR STO PERPENDICULAR J015T5 A50VE D2 NAILING 5CHEDULE FOR 5UILT-UP COLUMN D2 PLATE 5FLICE D2 51Mf='50N C514 5TIRAF DETAIL D2 � W 1 1 � j MSR G,45LE END TRUSS WALL FRAMING I\ 2 1 EXTEND STRAP ON PON' 2 Ln 2 2 DOU5LE TOP PLATE WALL TO F=LOOR A50VE V 3/4 T 4G F=LOOR . 1 UJIT�I ,4N MSTcs�. 1 1/2" MIN FROM CORNER m .. �U X1.0. ON PLANS � . - CENTER STRAP ON m � CONTINUOUS VERTICAL 3 2 sd 6 ��O.c. J 015T5 AS SHOWN ° • S�IEAT�IING OVER GA5LE Q • ° ° ( 1 ) #� REARM4� �E FRAMING SECTION ° °FOUNDATIONe O (0RTJ I PARALLEL OR TJ I U = •Q 5LOCKING 1/4'x(o" 5D5 SCREW AT 16 C��ON � � •• RE � THROUGH a a •' ' . ° ° zn P05T TENSION4A O O.0 TOP PLATE TO TRUSS PROVIDE C51(o EACH C)O °00 ° O 24" MIN RE5AR LENGTHSd 4" O.C. STAGGER BOTTOM CORD SIDE 0= SPLICE U/S-lid ° ° � °o °°S1DES. NAIL TH OUH TOP COMMON NAILS o O ° �m Jw ° � OF FLANGE. DO NOT 1 TOENAIL NA fL T U55 TO TOP Q a TOPPLATE 5PLICE LINE oOO ° ° ° TOE -NAIL GRA .. .a O O ° ° 4 NOTE: HOLDOWN5 AT TJI TYPICAL LADDER 5LOCKING PLAT WITH C1) ad AT 1� O CORN Ln C2� 2X LATE °° � ER ARE SPACED SHOWN U/ TJI 4 2x (3) 1(od NAILS ON CENTER 1/2"FROM EDGE. O Lu (0 2 • �p WGA10 OR A35 AT 32 O.C. � . - 2X� F=LAT � 1� O.C. '.' . a • . . ' a � �IOLDOUJN PER PLAN O - 2 1 ALTERNATIVE TO NOTE � a . O . . 2 0 00 • • . - SDS 5CREW5 a a CLEAR SPAN 11MAXIMUM. (3) ad NAILS EACH END � � PONY WALL SHEATHING 4 O - •= • • � — FOR TYPE RJ �IOLDOUJN 8„ O ° • SMEAR NAILING TO MATCH — g 9 NOTES ��, � 0" FOR NON RJ HOLDOWN5 . a WALL A50VE '�. W S F=LOOR JOISTS OF, SOLID o -INSTALL 5CREW6 UPWARD a a •..•'.•' •• 2 BUILDING • S . � THROUGH TOP PLATES INTO .. � a� �' MAXIMUM PONY WALL , �� := • . •• � • ° , 5LOCKING a ' . a • . • •, , COMPRE56ION 5LOCKING CODE 201a 15C CENTER 0= 50TTOM TRUSS a 9 9 fe° a d 4 HDU HOLDOWN . A435 1� O.C. OPTION 00 00 o CHORD. 9 r j � (2) ad NAILS 6 S' O.C. OR WIND d (WHEN SPECIFIED) lid � 1�O.C. 5 91 MPH -5RACE TRUSSES PER 5C51. ° �OST STUD PACK OR P05T PER SEISMIC DESIGN CONSULT TRU55 MANUF=ACTURER - PLAN 1 5UILDER TO DETERMINE I I �s SMrpson Strong -Tie _ - � CATEGORY D 2 FOR 5RACING REQUIREMENTS. �� a �N 11 � TALL STEP To RET,4IN 5T�1 STI J IF STAID OR 5THD/RJ 15 D IMEN51ONAL TYPICAL 4S SOIL MAX APPROPRIATE, ROOF SNOW D IMEN510N,4L UJ/ SIMPSON A35 28 24 2016 LOAD 25 P5F= INTERIOR 5WALL TO J015T ACONNECTION- D2 GA5LE END TO 5HEAR WALL ATTACHMENT D2 5TEF FOOTING 4 PONS' WALL FRAMING D2 5IMP50N 5THD D2 ENG. P.E. j JOIN H,. FASTENER PER PLAN DATE ° 08.1 x.2023 .01111 2 STUD TO MATCH GIRDER PLS' CU.N.O OOTINC SIzE ,4ND j REVIEW \i � MANUFACTURED ROOF- ° ° ON ENGINEERING SWEETS) . i\\ ° O IIl REBAR SCHEDULE • • • TRU55 WITH ENERGY PEEL IAN H. o . o° ft - o ° 0 ° ° 0 ° ®o ° 0° 0° 2 0 o Goo SIMPSON LGT2 SIMPSON MGT UJ/ WDU • .° °° 0 ° 0 ALLOWA5LE UPL IF=TS FASTENERS HF/5P 5D WC SCREW 485 Hi 425 H2BA 535 HIDA 101 HIDA -2 930 LGT2 (2)FLY 1620 LGT3-5D52.5 (3)PLY 2505 LGT4-5[)53 (4)FLY 2920 MCAT (2 )PLS' 3300 (1)\/GTR/L (2 )PLY 1(000 ( 2 )VGTR/L (2)PLY 3 990 ( 1 )VGT (2)FLY 3555 (2)VGT (2 )PLY 5110 (2 )VCS (3)PLY 6400 HGT-2 (2 )PLS' 6455 HGT-3 (3)FLY 9035 C - Y 9250 � PE R PL �4N O (IF PRESENT) 3 ENGINEER ZACK C. 2 3 O SHEAR WALL NAILING PER O f=05T OR STUDS O PLAN SHEET PER PLAN O 1/16' OSB OR SMART SIDE PANEL BLOCKING lU/ ad a O SOOT INCA PAD CAN (Oil cc INTO DOUBLE TOP 4 TOP CHORD BIRD � BE PLACED 5ELOW PLATE THE CONT INUOU5 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK ��� aOF10SHEETS FOOT ING, IF ROOF SNEAtNSHEATHINGP�PERPLAN � PROJECT NUMBER W1 ad � 6' cc INTO BIRD PREFERRED o-� BLOCK 5LOCKING. � 230346 'fG�P�� H1LIPTYPICAL X OW ARS At ALL tRU SN BOTTOM � OF W 3 CI -LORD TO DOUBLE TOP �c O PLATE INTERSECTIONS �P SOFFIT MATERIAL *VALUES BASED ON 81MP9CN STRONG TIE FASTENER � v( IF PRESENT) ` ,FC l ST SCHEDULE. WILDER TO FOLLOW au ra�aciuKRro 2 FSS/ONALENG REaurs FASTENER rtrsTau,atiaa. SIMPSON VGt DOUBLE INSTALLATION SIMPSON VGtR/L GOPI'RIC�Nt cQ2023 W1 (2) HDua. �u1 HDua. r29 � 25 tRuss s�ctioN 21 17 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED MR TRU65 UPLIFT CONNECTORS D2 WIDENED FOOTING (OPTION) D2 fi�,41S�p ���L TO 5��1�R UJ�4LL CONNECTION D2 D2 ��,-���,W'T�A,��$ CERTIFICATE. ,� 42 38) 34) 30 SIMPSON DTT2Z DECK O SHEATH ROOF UNDER HANGERS lU/ 1/2' NDC ALL OvERFRAMINCx 1 � THREADED RODS 2 O 2 O MANUFACTURED � FLOOR JOIST PER PLAN. 10 0 0O UlEB STIFFENERS REQUIRED OV�R�RAMWC� tRUSS�S a 0 0 0 e . . ; . ° Q FOR MFR SLR JST � O ROOF SHEATHING PER PLAN > APPLICATION � O VENTILATION ACCESS PER O DECK JOISTS PER PLAN � Q2 O BUILDER 22-1/2"x46" MAX PARALLEL FLOOR JOIST DIMENSION. O FLOOR SHEATHING NAILING �C�''�� � OVTCi� CLIPS w/ W � PARALLEL JOIST: 6 oc. � � SD CONNECTOR PERPENDICULAR J0I6T:3'oc � a SCREWS. � PERSPECTIVE PERSPECTIVE 45" ON CENTER EACH O DOUBLE BLOCKING � WAY 2 � REQUIRED FOR � � Z PERPENDICULAR INSTALLATION UJ/ 1/4'x2 -I/2" - SDS SCREWS O TOE NAIL BLOCKING t0 O \1j �v� LU a 0 PLATE U� �y$" c m ' 0) t'C ovcOJU mo `o � EXTEND SACC 2 JOIST 5A75 MEMNON -w 3�� ~ ca�iinEc PERPENDICULAR FLOOR JOIST � � � z � N = � _ � � � N NOS IREQUIREED FORENTIRELY UNDER 3011 AFDOVE GRADE sioE VIEW EXAMPLE OVERFRAMINC� aE o � � 3� � 42 38 r3f"�30 `��._� ul m -o $ a -o D3 L,4T��,4L DECK CONNECTION�,IID3 D3 OVERFRAMING D3 43 39 35 O EXTEND SHEATHING t0 31 \ \ MINIMUM OF (4) DttIZ OR O a SIMPSON DTT1Z DECK LOWER TRUSS BOttOM � 1 \ � 3 � � y N (2) Dtt2Z PER DECK TENSION TIE CHORD$ � � � $ PER IRC 50114O 3x MEMBER At ADJOINING � � � _ o O (6) 09x I -I/2' SIMPSON SD O ATTACH ALL ADJACENT � / � / � / SO AND SIU SHEAR WALL PANEL EDGES FOR 51U2, ; � � �� M SCREWS (SHOWN) OR � O 7f2U55 CHORDS WITH (8) x.148' x I-1/2' NAILS SECTION UJ/ 3X STUD SECTION W1 (2)2X SCUD SECTION W1 2X SCUD U . � (3)1/4 'x3' SDS SCREUISO (gWI puL�-) SUJ2 SHEARWALL Sd NAIL: O DECK JOISTS PER PLAN� 4' EDGE - 12' FIELD -� O 3/8' SIMPSON NDG LAG OO BLOCKING BE+�IND �. � �W�D��AR� � WALL NAIL; SHEATHING CUT FOR SCREW SIU SHEAR WALL SD NAIL: SCREW WITH NDCx WASHER �FLASHING OR SDUJN TIMBER -NIX 2 �o j 2' �DC�� - 12' FIELD On HDCx SCREW (SHOWN) INTO O O COP PLAN, SCUDS, OR2 HEADER O 1/16' OSB SHEATHING � N rj O FLOOR JOIST PER PLAN � 3 O UJ,4LLS MEMMER D PA SHEAR � O FLASHING BY OTHERS 1 SNE SHOWN FOR R�F�R�NCESHEARWALL PER PLAN � 3" MIN.THREAD� ONLY �MAY IN N JOISt HANGER AND � PLACE OF 3�X�PER USED PENETRATION LEDGER ATTACHMENT WALL NOTES PER PLAN SIUI SHEAR PANEL FOR COMPARISON OPTION OF (l) DTT2Z IN6UJ21 SUJ3, OR 5W4 LIEU OF (2) DTtIZ SHEAR PANEL NOS FREQUIRED FOR IDECK5 ENTIRELY UNDER 30" 7450VE GRADEEXAMPLE RESIDENCE 4�3 C -C 2021 (WOOD CONSTRUCTION CO�JECTORS), PAGE 295 3 9 r35-' 31 J D3 LATERAL DECK CONNECTION - [)TTIZ D3 EXTEND 5HEATHING TO TIRU55 BOTTOM CHORD D3 51121 5113, 5114 SHEAR WALL NAILING D3 Q � ad 44 40 16d 36 � UNRESTRAINED RETAINING WALL SCHEDULE 32 � � O P�A�R WALL NAILINGPER y � N UJ t VERTICAL B K D � Z g � 6'SILL NAILING t0 RIM s' 9' •a S 12' oc gym' 3' a�' (� Ln O � � � � � � � � � � � 16d a 4' O.C. 6 I -8 8 12 �✓- .910 OC � -9 7 4 $ Q11-3/411WHENs'1'-Im' s' 12' �5 -9g' oc 6'-3' 14' SCRAP �N SPECIFIED O 2X SOLS PLAN t0 RIM O LU/16d a 6' O.C. U.N.O.x � 8' BALL VERTICAL AT 1-3/4" FROM FACE e � � O 3/4 TSG TO RIM: � coNCRIE-TE (f'c) = 2500 psrM J015T O HORIZONTAL REBAR ` � O REQUIRED FOR LE IFO R SlU2 OR ad Is 6 11 O.C. � � REBAR (f) = 60 ksi a�. �g,qR ,qt lm'oc � � C�R�A7�R SN�,4RUJALLS � � PASSIvE volt = 250 pcf �j 2 O 2X OR MFR FLOOR JOIST ACTIVE SOIL = 35 pcf O �gAR SPLICE 30' FOR �'� � O ATTACH BULL DEPTH SOIL BEARINCx = 1500 psf O RIM 70 MUD SILL lU/16d � o REBAR, 38' FOR 05 kEBAR BLOCKING TO DOUBLE TOP � Ln a 4' O.C. U.N.O. * z IUItN FOOTING REBAR PBL�ATE UJ/ (2) If�d a EACH Y Ln OO OO O ANCHOR BOLT PER PLAN O p (g'_I�' IUALL VERtICALS OO "� NEIL REBAR � 12' O.C. 3 � ' ; 1 O FLOOR JOIST PER PLAN � � I-3/4' FROM SOIL FACE) O g,4CKFILL WITH 12' MINIMUM FRSE 2 O � NAIL SUBFLOOR 70 SHEATHING TO STUD DRAINING SOILS. 12' OF DRAIN �' O BLOCKING UJ/ ad 6 6' cc SEE SHEAR WALLo SILL IU�FILt�R FABRIC 9 SCHEDULE (UN.0) O STUD WALL OR BEAM PER O (3) SDS 1/4'x3 -I/2' SCREWS 2 )KEY (NOT REQUIRED IF SLAB PLAN (0 STAGGERED a 16' O.C. '-L O ��% � � PRESENT At FOOTING) O 1/1G' OSB SHEATHING t0 BUILDING �ArlINTO STRUCTURAL 2x �p FOOTING 12' MIN BELOW GRADE. 8 UNDERSIDE OF FLOOR OR STRUCTURAL RIM � • ' "' CODE 2m18 IBC BELOIU CxRAD� IS NOt JOISTS OS CONCRETE FOUNDATION � � • � REQUIRED IF SLAB PRESENT WIND SDIUC EACH STUD TO DBL EXP. B 91 MPH I O DECK JOISTS PER PLAN FOOTINGt0 BEAR ON ��OOtINCx RE *4 6 1011 O.C. TOP PLATE. SDIUC FLOOR SEISMIC DESIGN �[ 3 WITH 3" COVER JOISt 70 DBL COP FIRM UNDIStURB�D jj Dtt2Z At CANtILEVEREDCATEGORY D * SES SN�ARIUALL TABU � 3/�' t8 G FLOORING SOIL OR KEYWAY R�BAR t0 MATCH WALL ANDS IU�IEN PLAt�BEAM, l4 SDWC 44 FOR ADDITIONAL NAILING 4O IBC ISm�22 B ENGINEERED SILL VERTICAL R�BAR SPACIN 36 SPECIFIED �UN.OJ SPECIFIED LOAD NOLDOU1N 32 LOADROOF SNOW 2� PSS D3 DECK LEDGER CONNECTION D3 UNRESTRAINED CONCRETE WALL - 40 PSS 5URCHARGE - 2 010 IBC D3 CANTILEVERED SHEAR WALL D3 45 41 J / 33 (:D SHEAR WALL PER PLAN ENG. P.E. JOIN H. � ('-1)2x4 PRESSURE BLOCK DATE DRAINAGE - EXTERIOR GR4DE5 ADJACENT 70 THE WALL5 OF THE HOUSE ARS t0 BE SCOPED 2 U1/ (2) 10d 70E NAILED Os.152023 EACH END REVIEW ALUM' FROM THE STRUCTURE TO ACHIEVE SURFACE DRAINAGE. SUBSURFACE DRAINS A7 OR 03 2x BottoM PLATE PER iau H. BELOW THE FOOTING/SLAB ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING SNEARUJALL SCHEDULE ENGINEER WALL5 OVER 3 BEET IN HEIGHT. DRAINS ARE TO CONSIST OF RIGID PERFORATED 4" PVC PIPS wi 16d 6 4' O.C. ZACK C. SURROUNDED BY WA5HED PEA -GRAVEL OR GRANULAR SILL WITH LESS THAN 59o,, SINES. PLACE 4 (4)s/4" Tl FLOORING SHEET ,4 NONWOVEN -GEOTEXTILE FINER FABRIC 5ETWEEN THE DRAINAGE MATERIAL AND THE �tRU55/R4FTER PER REMAINING WALL BACKFILL t0 REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE • >> PLAN THE FILTER FABRIC SUCH THAT IT BULLI' SEPARATES THE DRAINAGE MATERIAL AND THE *HI EACH TRUSS (U.N.O.) BACKFILL AND EXTEND5 OVER THE COP OF THE DR,41N,4CrtE ZONE. 1i16' ose Wisd 611o.c. , OPANEL EDGES 12'O.G. THE LEVEL OF THE �'ERFORAtIONS IN THE PIPS ARE t0 BE At THE 507tOM OF THE FOOtINCxS � a FIELD OR C�U18 lU/ OF SHEETS 9 7O AND THE DRAIN5 ARE 70 BE CON57RUC7ED WITH SUFFICIENT GRADIENT 70 ALLOW GRAVITi1-5i0' SCREWS. PROJECT NUMBER � S O NANCa�R PSR TRUSS .�. .�. DISCNARCxE AWAY FROM THE 5TRUCTURE. THE FE1�ORATIONS ARE t0 BE LOCATED ON THE � �R 230346 SOWER PORTION OF THE PIPS. gO2x6 BLOCKING W/ 16da6"O.C, t0 COP RETAINING WALL5 OR 8A5EMENT5 WALL5 ARE 70 BE BACKFILLED WITH A MINIMUM 12 -INCH � PLATEof ARS 23 JOIST PSR � �-tNICK WASHED GRAVEL BLANKEt OR LINED WITH A DRAINAGE MAt SUCH AS MIRA-DRAIN 600,(p5EAM/RIM <.. PLAN.EXTEND � P � cZ OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FUEL HEIGHT 0F THE WALL5 SHEATHING OVER FACE (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). CHIS DRAINAGE MATERIAL IS TO CIE INTO g OR 2X10 BLOCKING THE FOOTING DRAIN 5Y5TEM. / BETIUEEN CONTINUOUS � � 1 -o�o� Fc S 8 �� STUDS �a FSS/ONALENG� ROOF AND 5URFACE RUNOFF ,4RE N07 70 SE DI5CN,4RCxED INTO THE FOOTING DRAIN SYSTEM 2x6 PRESSURE BLOCK ^y" 45 AND SHOULD BE HANDLED BY A 5EFARATE RIGID tlCxHtLINE DiZ41N 5Y5TEM. ,4t �' O.C. COPYRIGHTt @2023202337 33 UJ/ l2) lmd STAGGERED I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED MR D3 D3 CONCRETE WALL DRAINAGE D3 J,4CK TRUSS 5�1�,4� TR�4NS���'\,.p3 ���-���WIT�A,��$ CERTIFICATE. �� 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 ;