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MM 7 ENGINEERING
2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220464 FOR: RUSH RESIDENTIAL PLAN: HAMPTON - LOT 7 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION -] SITE CRITERIA I 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) 561x30' U.N.O. CATEGORY 0 POST PER PLAN OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x6 MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 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 3/4" T 4 UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd @ 6 " AT DIAPHRAGM BOUNDARIE5 AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) 14 EXPANDED PAD NOT �0 D2 REQUIRED PER ENGINEER U12 38 6.7 5 p,��E:,�UU 1)11 1)11 U100.4 3.8 1)5 3.9 02 0.2 3.3 42 1442 0.2 STI IDI�RJU.1 1).1 36 (fib+e� 5THD 14RJ 5THD 14RJ 1),2 39 5THD 14RJ _ STIED I�RJ -- - - - - -------- 4 I SNOW LOAD - - - - - (UP TO) THICKNESS - 40 PF J D3 1)10 M11 JOIST WITH EDGE SUPPORT. R5032.IXI) 58 5/844 URO. HDU5 - DF MEMBER 5645" 3.0 ry+10 HDU5 - HF MEMBER 58200 1)14 �RJ 2.3 5ST525 OR 55 7/8'x24 I 35 y(�� K' 1):3 4.5 1):3 2.9 2.3 0.2 1:7 2. 0.7 URO. 1 N/A (30)-SD5 Ya x2Y, TO 6x6 MIN. 561x30' U.N.O. HDUII - DF MEMBER 93355"0 0 POST PER PLAN HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 55160' URO. i D3 12K CAPACITY HDU5 POST PER PLAN m I N/A 1 M5TC4853 - 3900' PER MFR N/A N/A 195TC6653 - 4490O PER MFR OPTION OF N/A C514 - 2490" (18) Sd EACH END N/A I I -101 �I_�N �I_�II �I_�II �I_�" 4�K CAPACITY I I 36 �1_LN 21� II (U DTT2Z � o POSITIVE POST 1 01 U.N.O. 8 i D3 IN LIEU OF I I (2) u MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM DTT1Z Lu 14 24 24 D1 24 24 24 1 1 M10 14x8 I 72 2x8 PT HF�2 T TYPICAL DECK JST e 16' O.C. CiR/AWL &E ACE:I W/ LU526Z HANGERS 1 1 M2 I 15THD 14 5THD 14 � I I I � 2 -10, 5'_32 JJ L�L N 3211 51_3111 ✓ LL��ii 5I-32' //JJjj ��` 2'-011 �'-10° 1 i ^01 1 I I 1 14 30 M6FFT +� 30 M7 30 MS M9 24 a) 1 I ry+e 4 ,3r I -,+ I 2 --------J ` I I D 1 4x12 DF*2 4x12 DF 2 4x12 DF 4x12 DFI12 r - - - - - - - - I I I I 1 r =� I I I I 1 I 4'-811 I r✓' -10" 9'-0" I I 1 I ' K/ �'-/ II ro I 21� II I I I I 1 1 M3 24 M4 O 4 M5 24 1 I I 1 - I 4x8 DF#2 x3 DF*2 4x8 DF112 I I I I I Q1 I Cf) j I HDU -HDU5 36r I I 4' CONCRETE 5LA5 I 1 - A3 403 11SLOPE GARAGE SLAB TO A DRAIN OR ED - - - - - _ _ = - L/1114`01, ,y+"ry 1 I VEHICLE ENTRY DOORWAY. CONTINUOUS -0' _ - 2 4�'311 I I I I I FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. I I I J I (IBC 406.3.3 - GARAGE FLOOR 5URFACE5)F- 1 I I I - - I ry+" 36 B4 1468 ,{ ahl_I �II ,j /7j 465 F17 ah'-IK/II II 82-- - -10.3 � 02 I 49 8.5 0.5 24 24 3�+ 5 D14RJ 21 1 I4x8 DF2 ��� I L -- -----------------------J I I I TYPICAL I 1 1 1 o I I 5THD14 2- ------------------------ - - � FT 5THD 14 5THD 14 5THD 14 N j M1 I I I+6 1 I r �? + 16 �' 7 5 e I I I L------------------ ; D2 III 2 D1 D1 -' 1 5 D 14RJ 5 W/ 8" STEM 12 RETAINING WALL DETAILS FOR STEM WALLS OVER 48' U.N.O. 26 27 D2 D2 - - -` - - - - - - - - -- ; - - - - - J 1 7Ylry �+s 13' -911 5"x16' STRIP FOOTING W/ (2) 04 REBAR. THICKEN AT ALL HOLDOWN LOCATIONS 55 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP W/ 8" STEM AT PORTAL FRAME 201-011 401_ON AT PORTAL FRAME LL 1)5 0 STEP FOLLOWING GRADE �41N FL OOFR FFRA�I f G / FOUNDATION FLAN ENGTINEEFRING DO NOT ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) R2 I ■ u ■ 111111mmmwMIWA R2 13 d r E2 F1 19 6 18 STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE (IBC 2308.5.1) 4x1 1)11 z.3 3.8 03 1 .5 0.2 21WIIIIIIIIIIIIIIIIIIIIIIIIII14 ROOF 5HEATHING SCHEDULE 24" O.G. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS NAILS 40 PF 1/16' 24/1(o LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R5032.IXI) 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd @ (VAT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2(:;) 1)11 36 3.9 0.2 0.1 1)10 2.9 0.2 0.1 0 0 II II II II II II II II o r III � r LOA, �.�L=* SUM 0 04, U2 8_9 1.2 0.2 !L U4 LLI "MIS r LL 0 1)3 6x12 DF#2 F24(3) I I ENGINEERED USING BUILDER PROVIDED MFR FLOOR TRU55 LAYOUT COMPLETED TRU55 CO JOB NUMBER J1018122F, DATED 12.01.2020. CHANGING JOISTS INVALIDATES TH15 ENGINEERING HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* 20 6.0 HDU5 - HF MEMBER 43400 N/A (14)-6DSY4'x 2�' TO (2) STUDS 58 5/844 URO. HDU5 - DF MEMBER 5645" 3.0 MIN. HDU5 - HF MEMBER 58200 LL LL 5ST525 OR 55 7/8'x24 LL 0 1)3 6x12 DF#2 F24(3) I I ENGINEERED USING BUILDER PROVIDED MFR FLOOR TRU55 LAYOUT COMPLETED TRU55 CO JOB NUMBER J1018122F, DATED 12.01.2020. CHANGING JOISTS INVALIDATES TH15 ENGINEERING HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* 20 6.0 HDU5 - HF MEMBER 43400 N/A (14)-6DSY4'x 2�' TO (2) STUDS 58 5/844 URO. HDU5 - DF MEMBER 5645" 3.0 MIN. HDU5 - HF MEMBER 58200 N/A (20)-SDSYa x 2�' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" MIN. URO. HDUII - HF MEMBER 803 N/A (30)-SD5 Ya x2Y, TO 6x6 MIN. 561x30' U.N.O. HDUII - DF MEMBER 93355"0 0 POST PER PLAN HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 55160' URO. HDU14 - DF MEMBER 144450 12K CAPACITY HDU5 POST PER PLAN 5THDI4/5THDI4RJ - 35000 (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' PER MFR N/A N/A 195TC6653 - 4490O 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 BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM J015T) 1)9 1)10 0.3 'S o.3 2.3 0.2 TRU55 FA5TENER SCHEDULE: 64 4Ue A35 Q 32' cc OR 5DWC 6 6 16" OC. U2 (TYPICAL AT ALL GABLE ENDS) 0.5 H1 -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) I (2)H2.55 - TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) LGT3 - A3 (L) REFER TO BUILDER PROVIDED TRU55 MFR PROFILE5 FOR ADDITIONAL INFORMATION. ENGINEERED U51NG BUILDER PROVIDED MFR TRU55 LAYOUT COMPLETED BY TRU55 CO JOB NUMBER J1018122, DATED 12.01.2020. CHANGING TRUSSES INVALIDATES TH15 ENGINEERING LOUJEfR FROOF UPPER FLOOfR FFRAING G,4VIT�' LOAD ENGINEEFZNG. DO NOT 6GALE(I/4"=I') BLOCKING RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (5EI5MIC ZONE D R502.1) PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING A5 50ON A5 COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE J015T5 AND TRUSSES PER MANUFACTURER FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2.5K CAPACITY 20 6.0 OR 4.0K CAPACITY 24 24°x24"x6' W/(2) 04 EACH WAY 5BK CAPACITY 3.0 POST PER PLAN 30 EXAMPLES+b 30'x30'x10" W/(4) 114 EACH WAY ® SPEARWALL DESIGNATOR 5.5K CAPACITY 0 POST PER PLAN 36 DESIGNATOR STHDI4 36'x36 "x12' W/(4) 04 EACH WAY ® 12K CAPACITY HDU5 POST PER PLAN 42 C6I4 DETAIL CALL -OUT 42"x42'x12' WK5) 04 EACH WAY 16SK CAPACITY 1 POST PER PLAN -72 60 5446 48'x48'x12' 1))/(6) 04 EACH WAY 21K CAPACITY 54'x54'x13' W/(1) 04 EACH WAY 21K CAPACITY 60'x60'xl4' UJ/l8) "4 EACH UJAY 33K CAPACITY 12"x12'xlro" W101) 04 EACH WAY 4�K CAPACITY POST PER PLAN o POSITIVE POST T FOOTING UJ/ S2MA3SON 5, OR MB1 5 B U.N.O. a Q REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM LEGEND POINT LOAD KEY MEMBER RX TOTAL OLIVO 20 6.0 SNOW 3.0 STUD/COLUMN DESIGNATOR EXAMPLES+b SPEARWALL DESIGNATOR V°a 0 HOEDOWN/STRAP DESIGNATOR STHDI4 HDU5 (2)CSI4e C6I4 DETAIL CALL -OUT 1 D1 50U,45H BLOCKING O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. Digitally signed by John Hodge Date: 2022.09.28 11:50:08 -07'00' BUILDING CODE 2010 15c WIND EXP. B 91 MPSI SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOHN N. DATE 09.26.2022 REVIEW IAN N. ANALYST ZACK C. SHEET S1 7 OF 7 SHEETS PROJECT NUMBER 220464 COPYRIGHT ©2022 HODGE ENGINEERING, INC. THIS DOCUMENT HAS BEEN DIGITALLY SKINED PER WAC 196-23-070 WITH A GLOBAL SIGN CERTIFICATE THE CERTIFICATE MA7 BE REMOVED 87 TFC JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220464 FOR: RUSH RESIDENTIAL PLAN: HAMPTON - LOT 7 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR 70 PLACING FOUNDATION 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 W/ 8" STEM AT PORTAL FRAME ARD C.,SR�ION � f=OUNID TION '=L ,4N ENGINEEfRING DO NOT 5GALE CI/4" = 1'J ARD C fR ELEV TION 11 ,411 i POR1 3:;R:D c; VfiION I IN FLOOR L TEfR L ENGINEEfRING DO NOT 5CALE (1/4 V) SHEATH ALL EXTERIOR WALLS AS 5UJI UNLESS NOTED OTHERWISE. ROOF 5HEATHING 5CHEIDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS ANCHOR BOLT 40 PSF 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R5031JJ1U SQUASH BLOCKING IO STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. G,4fR ELEV TION A -00fR 4 fRoof= MIN GfR VIT�LO ID ENGINEEfRING DO NOT 5CALE CI/4" = 1') 5HEAR WALL NY41LING SCHEDULE 11 ad = 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 s 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)-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 IO.C. 5/6' a 46' O.C. 1/21 a 36 1 O.C. 2601365 -12 60 54 48 48' x48' x 12 " Wl(6) 04 EACH WAY 5THD14/5THD14RJ - 3500* (2) STUDS UJ/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR 5u12 1/1(01055 ONE SIDE ad a 4' OC. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8' ,s 40' O.C. 1/2 281 OC. 360 / 532 N/A N/A o POSITIVE POST or • TO FOOTING W1 SIMPSON Efi 5, P5 SU13 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)16d Is 16 IO.C. 5/8� 24' O.C. 112's III O.C. 41301685 d MAT PER d d . FOOTING SCHEDULE .. a ° 3" FROM SOILOSIDES 4 50TTOM d. 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' 0 21' O.C. 1/2 -9 15 O.C. 64016135 Sud 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' t,12' O.C. 1/2 8 O.C. 980 / 1310 SHEAR WALL NOTE5: (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 THE 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 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) SHEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS 20oR 24 MODEL NUMBER ® ANCHOR BOLTS NAILS 5CREW5 CAPACITY# OR 4.OK CAPACITY 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. � HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 HDUS - DF MEMBER 18100 POST PER PLAN MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-5D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 POST PER PLAN 42 HDU14 - W MEM5ER 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' x 12 " Wl(6) 04 EACH WAY 5THD14/5THD14RJ - 3500* (2) STUDS UJ/ (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) ad EACH END N/A N/A HOLDOUJN 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) FOOTING PAD SCHEDULE FOR 1500 PSF SOIL SEARING POSITIVE POST TO FOOTING CONNECTION 20oR 24 20'D IA. OR 24'D IA. x S" ® POST PER PLAN RX 2.5K CAPACITY TOTAL DEAD OR 4.OK CAPACITY 24 24"44"x8' WK2) 04 EACH WAY ® 5.5K CAPAC I TY SNOW POST PER PLAN 30 � DESIGNATOR 30"x30'x10" UJ/(4) 04 EACH WAY ® S.SK CAPACITY POST PER PLAN 36 U� 36 "x36 'x12' W/(4) 04 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42 "x42 "x 12 " W/(5) 414 EACH WAY STHDI4 16.SK CAPACITY 13— POST PER PLAN -12 60 54 48 48' x48' x 12 " Wl(6) 04 EACH WAY 21K CAPAC I TY C6I4 54'x54'xl3' WK -1) 04 EACH WAY 21K CAPACITY 6O"x6O'x14" WI(S) 414 EACH WAY 33K CAPACITY D1 12 "x -l2 "x16' WK I I) 04 EACH WAY 41K CAPAC I TY POST PER PLAN o POSITIVE POST • TO FOOTING W1 SIMPSON Efi 5, P5 (2)A35, OR MA5 .14 U.N.O. a. a d • RE5AR d d MAT PER d d . FOOTING SCHEDULE .. a ° 3" FROM SOILOSIDES 4 50TTOM d. ' GLy LEGEND POINT LOAD IGEI' MEMBER RX TOTAL DEAD Z.O 6.0 SNOW 3.0 SCUD/COLUMN � DESIGNATOR EXAMPLES U� SHEARUJALL DESIGNATOR ml SwI� O HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL GALL-OUt 1 D1 00 Z 0 W w F -4 mismoss wl L c'c') rr UN O �' 7(C;N fii •L a) a) .Z5LO C) O a)J a) L c c U (3 � a >��ooc�. f6 a) N V O V 0 0 f6 ~ N a) U L L U C 2a)°>.ca) eco 0c�N'0 cB EE .5 �'�7CO O Q a >, O O v 0 �N� �Ec� Q U U :3 cU-0 a) j,O c a o a) a c -0 U Q -0 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE 01126.2022 REVIEW IAN N. ANALYST ZACK C. SHEET z OF , SHEETS PROJECT NUMBER 220464 COPYRIGHT@2022 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: 220464 FOR: RUSH RESIDENTIAL PLAN: HAMPTON - LOT 7 SB 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDUS NOLDOUIN LOCATIONS. TYP SITE CRITERIA 24" O.C. TRU55/fRAFTER5 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 L/ILIVV I'IGNVCR VYCR PORTAL FRAME PER DETAIL 50I ENGINEERED USING BUILDER PROVIDED I"IFR TRUSS LAYOUT COMPLETED BY TRUSS CO JOB NUMBER Jlml8l22, DATED 12012020. CHANGING TRUSSES INVALIDATES TFIIS ENGINEERING TRUSS FASTENER SCHEDULE: A35 6 32' oc OR 5DWC 6 a 16" OG. (TYPICAL AT ALL GABLE ENDS) HI - TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (2)N255 - TYPICAL AT ALL MULTIPLE PLT TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) LGT3 - A3 lU REFER TO BUILDER PROVIDED TRUSS MFR EXTEND HEADER OVER PROFILES FOR ADDITIONAL INFORMATION. PORTAL FRAME PER DETAIL 5/DI VAIL SHEATHING TO ALL AMINCs MEMBERS U51NG ad W/ 3' GRID PATTERN. NS?ALL 5IMP50N L5TA STRAP /a BACKSIDE ROWS 16d SINKER a 3110.G. IN f=LOOfR L TEfR L ENGINEEfRING DO NOT &CALE(1/0 1'J SHEATH ALL EXTERIOR WALLS AS 5wl UNLESS NOTED OTHERWISE. RI ADJUST CRAWL SPACE vENtS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS 311o.c. NAILING -CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS 29 D2 19 D2 UFFEfR f=LOOfR L TEfR L ENGINEEfRING DO NOT 5C;ALE(1/011 = 1'J SHEATH ALL EXTERIOR WALLS AS 5UJI UNLESS NOTED OTHERWISE. ROOF 5HEATHING SCHEDULE 24" O.C. TRU55/fRAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS ANCHOR BOLT 40 PSS 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt WITH EDGE SUPPORT. R5032.LI(U TYPICAL AT ALL GABLE ENDS 5HEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131' ON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT 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. F MEMBER 80300 EDGES (30)-5D5 Y4'x2Y2- TO 6x6 MIN. 551x30' U.N.O. >F 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 48' O.C. 1/2 tv 36 O.C. 2601365 TWDI4RJ - 3500* (2) STUDS UI/ (30)16d N/A N/A 4853 - 39000 PER MFR 5u12 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d s 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. 112's 11 O.C. 41301685 Su14 1/1(01055 ONE 51DE ad 6 2' O.C. (2) 2x STUD 16d s 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 ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' t,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 ^t ti JLL HEIGHT U1ALL5 ARE DESIGNATED 81' EXTERIOR of THE BUILDING, CoCRIpORS, 111INDou1S, OR Doo0111AY5 OR A5 SNATED ON THE PLANS. SEE PLANS FOR NOLDOUIN REQUIREMENTS. %THING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. IMMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. =D 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 3 WHEN NAILING THROUGH SHEATHING. STUDS MAY BE USED IN LIEU OF 3X MATERIAL zE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. 40R BOLTS SHALL BE PROVIDED UI/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE ;RETE. 'SURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED /ANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL LECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. N OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE :Y, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING )ING SECTION DETAIL. 'LYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' IAX. 2HEARWALL REQUIRES 4-1/2' PLATE WASHER 4RWALL DESIGNATED WITH AN ASTERISK 00 MAY BE SHEATHED WITH PE1 ORMANCE CATEGORY 1/1(o SMART PANEL )R 5/16 HARD IE PANEL SON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING f=f;;; EEEE 5TANIDING TU5 Of=TIC� DO NOT SCALE DO NOT SCALE (I/4" = 1') GOOF f=fR ,GfR VIT1 ' LO ID ENGINEEfRING [)0 NOT &CALE(1/4 11 = V) rl I ]-; -� BARING lU,4LL 4x8 DF'r1 o S�) o11+10/ F/27 777777=3 Z � BEARING WALL DO NOT SCALE CI/4" = 1'J HOLDOWN 5CHEDULE ON PRODUCT FASTENERS )EL NUMBER ANCHOR BOLTS NAILS SCREWS APACITYO Z.O 6.0 F MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/6x24 U.N.O. f MEMBER 5645* 3.0 MIN. � F MEMBER 58200 N/A (20)-5D6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 >F MEMBER 1810# MIN. U.N.O. F MEMBER 80300 N/A (30)-5D5 Y4'x2Y2- TO 6x6 MIN. 551x30' U.N.O. >F MEMBER 93350 O HOLDOUJN/STRAP IF MEM5ER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. >F MEMBER 14445* TWDI4RJ - 3500* (2) STUDS UI/ (30)16d N/A N/A 4853 - 39000 PER MFR N/A N/A 2653 - 44900 PER MFR N/A N/A >14 - 2490* (18) ad EACH END N/A N/A HOLDOUJN NOTE5: (1) 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'5 APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) IF RAISED HEEL TRUSS READ PROVIDE ALL FINAL SHOP DRAWINGS TO NODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER 5TRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER LEGEND POINT LOAD IGEI' MEMBER RX TOTAL �EV� Z.O 6.0 SNOW 3.0 SCUD/COLUMN � DESIGNATOR EXAMPLES U� SHEARUJALL DESIGNATOR � O HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL GALL-OUt 1 D1 00 Z 0 W w F -4 millmll rl� - L C rr U N i 0-4 7 N fii •L N � a) O cLU C � N O CL 0 CU JL L c U >(a 0 a) ooc�. f6 a) N V O V O L- 0 0 N N f6 ~ N a) U L L U c 2 a) O , C) c o 0 c N c m E cn v 0 �N� ci cEc� Q �c�u,) a) Q U U U�aj, O c cc o a c -0 U Q - BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F iiiiiiiii ENG. P.E. JOIN H. DATE 01126.2022 REVIEW IAN N. ANALYST ZACK C. SHEET 3 OF , SHEETS PROJECT NUMBER 220464 COPYRIGHT@2022 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 j WATER NEATER DOU5LE PORTAL FRAME (TWO BRACED PANELS) (D FOR SMEAR MIN. 3"X11,' NET � � FOR A PANEL SPL ICE (IF SHEATHING PER ROOF EXTENT OF �4ADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE SR�CED PANEL) ,� — ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS W1 1/61 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER 2 4" OF MID - NE IGHT ONE ROW OF STRAPS LOCATED 1/3 ,�UJ,��' � ° � ° 2 � MIN GAP. EDGE CLIPS z -1 0 d o TYP. SHEATHING TO FRAMING � FROM TANK CAP AND 5A6E. 4 0 d o W1 ad COMMON OR GALVANIZED RECOMMENDED FOR 2�/1� p 3 NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX NAILS IN 3' GRID P,�TTERN RATED SHEATHING UJIT�I Mn � LAG BOLT PER SEISMIC z ° g 2 0 0 o II BLOCKING IS USED, THE 2x� 5 •: M,�XIMUM SP,�N 2� INC�IES AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ANCHOR INTO 0 ° MUST 5E NAILED TOGETHER WITH pC 2X STUD PLACES ° ° ° ° ° ° ° o 0 0 ° ° FRAMING (STUDS, BLOCKING, (3) 1�d SINKERS. Sd NAILS 6 � O.C. AT 0 0 O O O O O O O O O O O 0 0 AND SILLS) TYP.II 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 �'WA AN ° ° ° ° ° ° ° ° � (2) CONTINUOUS 4 RE5AR AT • DR LL PER PL °°°°°°°°° # BRD50C G 2 � 12 ' 0 0 0 0 0 0 0 0 0 j j j o 0 0 0 0 0 0 0 o SHEATHING 5REAK 0 0 0 0 0 0 0 ° o •• a o 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. •:: 01 2 X STUD WALL � 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 o UJ/ TWO ROWS OF 1�D SINKER #� ,� �." FROM TO #� : • ••, � � EXTEND UJ,�LL SHEATHING 0 0 0 0 0 o 0 o II 1 3 RE 5 P .. W 3 3 NAILS AT 3 O.C. T�'P. , TO TOP OF DOUBLE TOP � 00 OC �• 4 C 4 CO 0O 12 O.C. �o VENT FLUTE _ (BACKSIDE) (5ACKSIDE) .• (BACKSIDE) : � �(4)L5TAII& STRAP (5ACK51DE). USE II PLATE Q o 0 0 0 0 0 0 0 0 0 � 0 0 � 8 STEM UJ,�LL . 0 0 0 0 • 2 00 0 ° ° ° 00 LONGER SERIES To EXTEND To REQUIRED 5IMP50N H1 6 EACH TRU55 ® 00 00 (o (o �o 0o 0 0 0 0 C Coo T N A IF NT � ,�Nc�IoR S,�SE To UJ,�LL TOP of Po WALL, PRESENT. : • o RAFTER � 0 0 0 0 � � ER ° ° o ° DESIGN VALUES INTERPOLATED . . PERPENDICULAR TOP o w FROM APA TT-100H TA5LE 1 - z _ .. .. .. .. .. PLATE INTERSECTION UN.O. • X :: :: :: :: :: FOR NARROW PORTAL WIDTHS � ® (2) H2.5A FOR MULTI PLY .. .. •• •• .. PLAN VIEW :: :: :: :: • . .. .. .. • . • . � MIN. (2) 2x� (,ALL DM) OR (2nx� . .. .. .. .. .. 3 MFR TRUSSES o 24" O.C. UJ/ .. .. g .. g .. 8 .. �Q c 2 II � • • PLAN 8001= SHEATHING NG = � � � � � � o N /1 055 S�IE,�T�I I NG IN, ~� �' .. .. .. .. .. NAIL L UJ/ ad O.C. FOR `� `� �' N o •i •i i• i• i• • • • II i 4% N � O i ' .. .. .. .. .. W .. .. • • • • .. 5T�ID 14 (UN.O ON PLAN) c c ' • ' • PANEL EDGES AND 12 O.C. � (a T o N � Y moo �( 0 0 0 0 0 0 0 !!�� o 0 0 0 0 0 0 o• • • IN FIELD Q C Q L o 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 0 • •• j � •L "-' N L N z •0' d •0' I •p• p •p• p •p• HEADER EXTENDED OVER I 7 H L b 8 STEM WALL � • • ii +�+ N L p U n _ — REQUIRED SPIE RUJ,4LL • . SHEATH ,ALL GA5LE ENDS � � a p �, -0 °' `� Q � _ _ _ _ 4 ° a 4 Y P e P a; 'gin c � o >, L a moo a�No��Eoc v. d' . d. fl. o. D• fl. o. D z N :� cn = N O a O a •v a s D. o. rp.D, o o D e. rp.D, o o D. o a 1 II •• U51NG5W15HEARWALL��`� U�L�,���, oAll __ /8 ,�NC�-IOR50LTUJ/� Er'ISED L� , �70 _ aa. a Aj - .D� SECTION A— f�•-t II 1 II • a Q U U 3 V C 0 C (a N • SCHEDULE o �• a D e Do D : , UJ/ MIN 3 x3 x.229 PLATE WASHER _ q• d. d e A • (/� N 70 O Q 7 i N N O C N ri IBC FIGURA 2308:652 4 DBL 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(DW11(od 2x SOLE PLATE TO RIM , P.T. POSTS IF LE55 T�-I,�N S" FULL DEPTH GUSSET EACH PER 5�-IE�4RUJ,�LL�/�� �� 1 CUT TOP PLATE OR DROPSIDE\ SCHEDULE �, i � � 12 FROM 501L (10)10d. MIN 4X(o POST o N SE,�M DO NOT CUT SE,�M / g 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 _ 2 LLP,4ND GLUE To JOISTS. ® Root= FRAMER PER Root= To 3/� FLOOR SHEATHING o M � � a o 21 GU55ET ONE 51DE ONLY FRAMING DETAIL AN FLOOR TO IM . .. � O.C. � PANEL EDGES ® D L R R • . SIMPSoN ST22 OR 22 c51�• uJ/ WIDTH OF POST W1 (S)10o1 2 � u 3 10 O.C. FIELD NAILING. � 3 FLOOR JOIST . (18)104 OR DROP SE,�M UJ/ - - I I ® ROOF S�IE,4T�11NG PER � -8 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 5E PLACED ON - - SCHEDULE l(od AT 8' O.C. (U N.O.) 104 NAILS. �� DEGREE 2X� J015T. • 51 DE OF TOP PLATE - II 2 TOENAIL JOIST TO TOP NOW LATERAL 5RACE WI(4)l(od 5IMPSON EP5, P5, (2)A35s — / 1/1� 0.5.5. SHEATHING � • � � PLATE EACH SIDE ((o) 1(od NAILS OR MA5 W12x SIF #2 STUDS AT • � � 5'-12' POST CONNECTION: . 2 1(0" O.C. (UN.0) W/Sd NAILS ad SHEATHING TO STUD � (2) lid NAILS 1�" O.C. CRO55 5RACE WITH 2X4 AS g DO NOT CUT INTO 4S r / o , � -rI 3/8 MINIMUM EDGE PER 5HEARWALL SHOWN WI(5)1(od EACH END. DEGREE SMEAR CONE of 3 � 3 / o j(o 5E AM PER PLAN ADD 4X4 BLOCK SETUJEEN UND ISTURSED 501E D 15TANCE SCHEDULE � WI(4)1(od EACH SIDE � 4 DBL 2X TOP PLATE 4 TOP • 2X CRIPPLES ' .: • MID-SPAN STRUCTURAL 1-1 /4" RIM PLATE To STUD uJ/(2) - • 1(od Is 1(o' O.C. g g PLYWOOD FILLER4 � � . ° N 2x STUD (AS REQUIRED) ° 3/4T 4G 5U5 FLOOR 4� 3 HEADER PER PLAN _ / j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE 9 / � FLOOR J015T PER PLAN (2) lid NAILS (o � SQUASH BLOCKS DOU5LE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL ' INT A MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o g off.SEPARATE FLOOR TO RIM BOARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •2 (o FLOOR CONNECTION 12 J015T WITH (2) l(od CONTINUOUS TO AT •. ' ' / P PL E DETAIL 11 ... 2 • CONTINUOUS FULL HEIGHT O 5EAM ANDHEADER 5U O T D1 = _ �"imIIII �/ 8 � 00 TO � 00 CONN CTION D1 „ VERTICAL 055. 5REAK L L 000 1� o • 5ETWEEN TOP PLATES AND EXTEND DOWN OVER � 2x STUD WALL PER PLAN O � • / MUD5ILL O m ' / 2 CONCRETE 5LA5 PER PLAN O 41 FOOTING -7 L ( ) I/5LOCK ALL PANEL �� 9 O O �DG O D G O VAPOR 5ARR I E R 2x MEM5ER d •. •. � PER PLAN � (D FOOTING CORNER / TOP/50TTOM PLATE To 2x PT uJ/ ANCHOR SoLTS A j g STUDS UJ/ (2) l(od THRU 2 PER 5HEARWALL SCHEDULE NAILS TYP. (3) 1(od THRU 4A FOOTING CORNER FOOTING 'T' 2 5TEMWALL CORNER 04 HORIZONTAL 3"-5" FROM NAIL FOR 5W3, 5W4 4 5W5 z R L R .. g TOP OF STEM AND 6 12 " O.C. J SMEAR WALL5 A e Qa ° d II J O- 2 STEM SHOWN W x 0 / / / // // /7777/// ® 3 30 M IN IM I UM LAP SPLICE 2x PT MUD SILL UJIT�-I � w F ' %�ii� 1.1 . 1 VERTICAL DOWELS 3� j ANCHOR 5OLT5 PER O.C. IF COLD JOINT. EXTEND TO 3 OF THE VERTICAL RE5AR NOT � SHEAR WALL TA5LE ' a SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !�\ g •'' ��i��i��i��i� FOOTING 5A5E. EXTEND PERSPECTIVE OVERVIEW WITHIN 12 OF ANY�� 1 II ���%7 •'.«__ �7 �. 14MIN, INTO 5TEMWALL CORNER) MIN FROM -- �i� �, 7 d a d 7i�� T'�P (UN.0) EDGE .a i-1 I I— I I—III—III—III—III—III—I 11=� • :. .. =III=i i i I-1 I I=i I i=III-1 I (2) #4 CENTERED IN 5L A8 ON GRADE WHERE 212 8 FOOTING j2" MIN / a a / SPECIFIED PER PLAN °J a BUILDING II 1 •. D .. • • _ • ° ' g FOOTING AND ROOF CODE 2015 IBC STEM WALL CORNER STEM WALL T •, . • DROP JOISTS UJNERE D MIN. FOUNDATION D IMEN51 ON DRAINS IF REQUIRED D SPECIFIED PER PLAN WIND • •• • ago • NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH ° • . • SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM g NATIVE UND I STUBBED SOIL EXP. 5 91 MPH D • . D 4 a 1 FLOOR 12" �" �" OR STRUCTURAL FILL PER SEISMIC DESIGN ,� ° A. . • 12 / 13 / .. a • � . 2 FLOOR 1�" � II $II GEOTEC�I CATEGORY D a ° 3 FL OOR 1811 all all A 1 FR05T DEPTH 5Y ROOF SNOW � _ � � JURISDICTION LOAD 12 8 ISc TA5LE 1809.E 3 0 25 P5F CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH SD1 2x STUD WALL PER PLAN ENG. P.E. (IFLOOR JOIST OR 1 JOIN �--I. LANDING 1 DRIVEWAY APPROACH PER DATE 1 2 3/� TSG SUSFLOOR (UN.O.) 1 ' 1 ARCHITECTURAL SHEETS 0928.2022 2 2X� LEDGER UJ(2) 104 � 2 �.' :,_ ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' r•. j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIEEd COOLER 2 GARAGE SLAB PER PLAN � oo I AN 1,4N H. L R G RDER PER PL • II NAILS Is S" O.C. OR TYPE ANALYST • .(4)DIAGONAL 5-1/2 MINIMUM MATERIAL . 51W SCREWS o 1(o' O.C.� FULL DEPTH 5LOCKING ZACK C. SETUJEEN RISE � � � 3 3 CONTINUOUS RE5AR . � REQUIRED AT ALL SEARING SHEET AND RUN II .• o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o 2 1(od NAIL 12 O.C.(UNO.) 3 � UPPER FL IGHT OF STAIRS :� _ 2 o CRACK CONTROL) � • � � . SUPPORTED ON 3/4 T4 _ �0 2x PT UJ/ ANCHOR BOLTS 11 1 II PER 5HEARWALL SCHEDULE ad NAILED O.0 ad NAIL 12 O.C. ON ALL \/11.�/�/�/�7i�/ice/i COMPACTED SAND/GRAVEL. PANEL EDGES 12 O.C. �: FRAMING MEMBERS NOT AT D o D ,� ;�\///\/7�\77�\7/�\7/�\77�\7/ # HORIZONTAL 31-51 FROM .;7�i7�i7� � � cA g FIELD PANEL EDGES (UN.0) _ x/7777/7 z - TO OFST MAN 12 O.C' ��������� P E D CONTINUOUS 5UILDING -�,� ��,7�,7�,/�,7 �� ° 2X4 THRUST 5L OCK W1104 � � �i��i��i��i�� � 24" STEM SHOWN 40 F7 SHEETS ORIENTATION OF CORNER `� 7 7 7 7 . �' o . FOOTING PER FOOTING �i .�\i� „ g o � O.C. NAIL TO LANDING : - ��7 ,, II STUD M,4'� VAR' DETAIL �!�� 11 , # VERTICAL DOWELS 3� J015T 8 • 7 PROJECT NUMBER ,.77\/ O.C. IF COLD JOINT. EXTEND • 3/�' TSG SUBFLooR ad NAIL e � O.C. ALL .\�7 • 1�--- ��0464 o. �IOLDOUJN PER PLAN `-- TO 3" OF THE FOOTING 2 y FRAMING MEMBERS AT 2 1 , ° SASE. EXTEND 1�•' MIN. g 2X8 LAND IN G JOISTS PANEL EDGES 12" o.c. I=I „ INSIDE CORNER 2 ON ,4 FRAMING M M 5 p D -III—i i i I-1 I I—i I i—III-1 I I INTO 5TEMWALL (UN.0) A R 10d o� O.C. RIM TO ALL R G E 5ER 1 0 NOT ,4T AN 5 •,� 7�\ \ \ \ \ j 2 FR05T DEPTH Y w 22 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 12 ,7777 JURISDICTION 0 L5C AT TOP 4 A3Ss \/ \ \ \ \ ad NAL e �' O C (LL (2) CENTERED IN FOOTING O.C. I • (,j/(D MIN. FOUNDATION ON DIMENSION PANEL EDGESXUN.0) 7\\ \\ NUM5ER OF FLOOR5 WIDTH THICKNE55 WIDTH 11 NOTCH STRINGER TO REST SECTION i / SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM 11 FOOTING AND ROOF � 37886 a � II II II F�' STRINGERS SPANNING OVER ON LEDGER � D • � • .. • o s T E �, r 1 FLOOR 12 DRAINS IF REQUIRED1 (o STEPS MUST 5E SUPPORTED II II II �ssio ��G 2X TREADS WI(3) 10d 2 FLOOR 1� ( $ NATIVE UND15TUR5ED 501L `� NAS W14X(o 5E AM ON 4X4 POSTS, 12 3 v II II II 12 POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER �o OUTSIDE CORNER DETAIL GEOTECHI COPYRIGHT@2022 2022 OR STUDUJALL("13O 7 IAC TA5LE 1009.1 4 HODGE ENGINEERING, INC. THIS DOCUI"ENT BIAS BEEN DIGITALLY SIGNED PSR 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61DE CORNER D1 CONT INI�Ol�S 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION W I TSI FLOOR J O 15T5 D1 uCE WICA E M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAt� MAY BE REMOVED BY tNE JURISDICtION 26 J � UNR�STRAIN�D RETAINING U1�4LL SCHEDULE 122 � �_ � i �_ � i �_ � 1 g O MFR CxABL� END TRUSS 114 n � �11I FA5TENER5 IkIF/SPF SDUJC SCREW T VERTICAL e K o H1 � 1 � \ � 3x MEMBER At ADJOININGGEOTECHNICALlUN.O. � �PANEL EDCESFOR 5U2 j \1 \1n�n.ti.0insic,�.cori-ni O DOUBLE 70P PLATE ON PLAN) v FACS OF �OOTINCx SItE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SItE WORK ARE THE RESPONSIBILItI' OF THE BUILDER 2 70P OF SLOPS O CC. HIOA Z O!all H10A-2 930 LGT2 (2)PLY 1620 LGT3-5D52.5 (3)FLY 2505 6' 8' 9' 04 m 12' OC 40' 3' 4' s' 12' 05 a Ire' oc 41-(3111 7' 41O 12 S Is 9' 10C 6'-3' 1�' 1-3��' bHtAK WALLVVI\111\MVNV YV�\IIVI"tV 4 8' WALL VERTICAL At 1-3/4' FROM FACS O N/3 BUt NEED NOT > v SECTION lU/ 3X SCUD SECTION UJ/ l2nX SCUD SECTION UJ/ 2X STUD S�IEAt�IINCx OVER GABLE � �SIUI ONLY) 02 SlU2 SHEAR WALL Sd NAIL: FRAMING UNLESS A GEOTECHNICAL REPORT IS PROVIDED t0 EXCEED gym' MAX w CONCRETE lf'cJ = 25m0 psi OHORIZONTAL REBAR NODGE ENGINEERING t�4E BEARING SOILS ARE ,4SSUMED REBAR (fy) = 6(d ksi * � 4' EDGE - 12' FIELD 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED FOLLOW � � 4 R�BAR At 1�D oc �. 6' TIMB�RLOK OR 6' SDIUC A�� DIRECTION OF THE GEOTECHNICAL REPORT. � PASSIvEvOIL = 25� pcf � SlU3 SHEAR WALL ad NAIL: O AT 16' O.C. (4) TOE OF SLOPE � ACTIVE SOIL = 35 cf �j p O REBAR SPLICE 3�D' FOR:04 3' EDGE - 12' FIELDI I I p SOIL BEARINCx = 1600 psf � � SlU4 SHEAR WALL SD NAIL: �j TOP PLATE TO BOTTOM H/2 5UT � o REBAR, 38 FOR $5 REBAR � � 2 EDGE - 12 FIELD O O EXCEED S�DMA NOT UJITI� FOOTING REAR CHORD CONNECTION PER � u� O � O *4 PEEL REBAR a 12" O.C. \ O x/16' OSB SHEATHING S�IE,4RlUALL SCHEDULE ,L D (8 -Im WALL VERTICALS 2 1 NOTES �o DACE OF STRUCTURE o 0 � I-3/4' FROM SOIL FACE) (4)5ACKFILL UJITN 12" MINIMUM �RE� �-INSTALL SCREWS UPWARD O O 2x MEMBER FOR SHEAR 2 � j DRAINING SOILS. 12' OF DRAIN 3 lU,4LLS MID PANEL (FIELD) � tNROUCzN COP PLACES INTO p � SILL UJ/FILtER FABRIC CENTER OF BOttOM tRUSS Z O 2 OKEY (NOT REQUIRED IF SLAB O SHEAR WALL PER PIAN 2 � GNOi�D. �0 5 LL � �. PRESENT A7 F0071NCx) -$RACE TRUSSES PER SGSI. FOOTING 12' MIN BLOW GRADE.O (2) 2X MAY BE USED IN CONSULt tRUSS MANU�ACtUR�i� � _ _ �, L = ¢ m 0 r Zion; • ' "' O BELOIU GRADE IS NOT PLACE OF 3X PER SHEAR c6L WALL NOTES FOR BRACINCx REQUIREMENTS. 3 � L � J � � 3 � � o � c REQUIRED IF SLAB PRESENT SIUI SHEAR PANEL " ` � v � r o " ` o v— m �- � � 3 FOOTING t0 BEAR ON FOOTING REBAR *4 � lf�' O.C. FOR COMPARISON � � o � �� � ; � o a goo p ��,�(Eo�� WITH 3' COVER SUJ2, SUJ3, OR SU14 N � N � � � N 5 FIRM UNDISTURBED z S SI��AR PANEL NATIVE SOIL OR OKE1'IUAI' REBAR TO MATCH ~- � ��� o � � o Q 'a Q v U C U 'O u�i m >, o B �NGINE�RED SILL VERTICAL R�BAR SPACIN � � 3 � � � _ � N iBc �s��z.� 26 22 18 isc �i� �sms.�.� 14 Dq2,)UN�ESiR41NED CONCRETE U4LL - 40 PSSURCHARCE - 2 18 IBC U,U,U4�U4�CC44C44�4 2/ 23 O FASTENER PER PLAN 19 15 O MAIN FLOOR SHEAR WALL � ABOVE �' DRAINAGE - EXTERIOR C�RApES ADJACENt t0 CNE WA��S O� CNE HOUSE ,4RE t0 BEE SLOPED � � STUD 70 MATCH GIRDER PLl' lUN.O �2 SIMPSON NOLDOIUN PER �° � 1.r N $ AWAY FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR �, ON ENGINEERINGSN�ETS) O (SJ 16d NAILS STAGGERED PLAN t0 ALL THREAD ROD = � � � 0 5ELOU1 THE FOOTING/SLAB ELEVATION ARE t0 BE USED FOR ANY RETAININGMENt OR RETAINING � �, . At EACH SIDS OF COP IS (D 0 M 0) (5 ELo 0 WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARE 70 CONSIST 0F RIGID PERFORATED 4' PVC PIPE ^. ,D SURROUNDED Bl' WA5HED PEA -GRAVEL OR GRANULAR SILL WITH LASS 7N,4N 5°ro SINES. PLACE o 0 A NONWOVEN -CxEOTEX71LE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE . 0. eo s REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE ;° °• 2 THE FILTER FABRIC SUCH 7NA7 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE ;°FULLYtoo 00 BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE. THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOTINGS 5Ih1P50N LGt2 SIMPSON MGT UJ/ HDU AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT 70 ALLOW GRAVITY D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON THE LOWER PORTION OF THE PIPE. RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH CHICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT SUCH AS MIRA-DRAIN 600, , OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE BULL HEIGHT OF THE WALL5 (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO 0 ALLOWA5LE UPL 11=T5 FA5TENER5 IkIF/SPF SDUJC SCREW 455 H1 425 P2.5A 535 HIOA 1015 H10A-2 930 LGT2 (2)PLY 1620 LGT3-5D52.5 (3)FLY 2505 LGT4-5D53 (4)PLY 2920 MCAT (2)PLY 3300 (1)VGTR/L (2)PLY 1(000 ( 2 )VGTR/L (2)PLY 3990 (1)VGT (2)PLY 3555 (2 )VCT (2)FLY 5110 ( 2 )VCT (3)FLY 6 400 HGT-2 (2)PLY 6455 HGT - 3 (3)PLY 9035 HGT-4Y 13250 �r�ic.t i� iNvic.�i�v. � " v `-' WEDGE ANCNORv FOR �vau�s BASED or, s�so►, STRONG TIE FASTENER scNmuLE. euiLDErz TO Fouau ALL rANUPacnFREx ` J naurs roR FasTBsER MsrauanoN. NON -SHEAR ROOF AND SURFACE RUNOFF ARE N07 70 BE D15CHARGED INTO THE F0071NC� DRAIN5Y5TEMALL THREADED ROD AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN Sl'S7EM. SIMPSON vGt DOUBLE INSTALLATION SIMPSON YCxti�/L cou���R Z% UJ/ (2) NDU4 UJ/ NDU4 Z3 19 15 J CONCRETE WALL DRAINAGE D2 TRUSS UPLIFT CONNECTORS D2 PLATE 5FLICE D2 INTERIOR 5HEAIRWALL TO STRIP FOOTING CONNECTION D2/1 O WALL FRAMING I► � O � EXTEND STRAP ON PONY � � Q m ZO . OO WALL To FLOOR ABo� o Ln 9 0 .4 O MANUFACTURED ROOF O (2) 2x4 LAMINATIONS lU/ (l)O WITH AN M571`CE4. O I/2" MIN FROM CORNER � J O Go • TRUSS WITH ENERGY NOEL ROW OF STAGGERED Imd CENTER STRAP ON (IF PRESENT) N O O O _ o COMMON WIRE NAILS a 12JOISTS AS SHOWN °' ° 40 EOSNEOOO (0:04 REBAR MAY B AR WALL NAILING PER 0 (2) 2x6 LAMINATIONS W/ (2) 6 FOUNDATION REBAR OR FOOTING SECTION PLAN 'A' IS MORE THAN 8' 0 0 POSt TENSIONROU OF STAGGERED I0d � PROVIDE 4'CSI6 EACH 0 0 ° 7/16' OSB OR SMART SIDE � COMMON WIRE NAILS 6 (o cc �� Farm �PANEL BLOCKING W/ Sd 6 N EACH SIDS SIDE OF SPLICE W/8 -16d 24' MIN REBAR LENGTH oCOMMON NAILS 0 0 (4) (Oil cc INTO DOUBLE TOP o 0 °0 °` PLATS 8 TOP CHORD BIRD TOPPLATE SPLICE LINE � ° 0 :Z-� 0°° 2�2' (3) 2x4 LAMINATIONS U/ (1) 0 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK � ° NOTE: NOLDOUNS At ROU OF STAGGERED 30d Qw CORNER ARE SPACED (4) ROOF SHEATHINGPER PLAN � � COMMON WIRE N,41L6 6 16'0 (2) 2X PLACE o o � I/2" FROM EDGE. UJ/ ad 6 6' cc INTO BIRDo � 1-I EACN SIDS ° . .. � ° ° 0 o �. BLOCK BLOCKING. _ (:4) � a .. a 4 O O O HOLDOUJN PER PLAN 0 0 t--; 00 (3) 2x6 LAMINATIONS UJ/ (2) �. a a� � � � 2 0 0 ° ROWS OF STAGGERED 30d � � .� � � ° �O PONT WALL SHEATHING � 3 •�� � OO CLEAR SPAN 11' MAXIMUM. v �LDOWN � SHEAR NAILING TO MATCH � \ \� � � — / � �D' ROR NON RJ TYPE RJ �OLDOIUNS SIMPSON Nl CLIP. TYPICAL COMMON WIRE NAILS 8'oc = ° � � � � ��j � J Q o- AT ALL TRUSS BOTTOM 1-I/2" a� EACH SIDS � ° � UJA�� ABOVE � �. BUILDING N oCHORD TO DOUBLE 70P � o I -I/2' .� � a � � S 6' MAXIMUM PONT' WALL '- • � ' �, 3 j PLA7� INt�RSEC710NS a � � a O U(o COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND SOFFIT MATERIAL � � °� `. �a, . O (WHEN SPECIFIED) O (2) ad NAILS 6 8' O.G. OR 16d 6 16' O.C. EXP. B 131 MPH (o2 (IF PRESENT) 2 � , ° �� � � a �_ � /2, MSN � SCUD PUCK OR POSt PER � SEISMIC DESIGN II ':S� TM PLAN � BUILDER t0 DETERMINE 3 . � `"" $ � IF StND OR StND/RJ IS CATEGORY D APPROPRIATE. ROOF SNOW TRUSS SECTION 2$ pgR 05 b33 rIWM SC 4 r24 FIC%� ,„U 20 l 6 LOAD 25 PSS IRAI&ELD HEEL TO 5HEAR WALL CONNECTION D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2(� O SHEAR lU,4LL NAILING PER 25 21 1 � THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN H. PLAN 1 DETAIL TAKES PRECEDENCE. USE THIS O DATE � � j 2x6 MINIMUM BLOCKINCx e m O SILL NAILING TO RIM �� MINIMUM LENC�t�I �'�� DETAIL IF THE TRUSS DESIC�NER DOES NOT g�TUJEEN TRUSSES OR 0928.2022 16d 's 4" O.C. O FOOTING SIZE AND PROVIDE A GABLE SND BRAG DETAIL RAFtERS, NAIL ROOD REVIEW 1 �3 57R4P WHEN SPECIFIED 2 O 2x STUD WALL RE5AIR 5CHEDULE UJ�Sd��13�00_BLOCKING ANALYST DOUBLE TOP PLATE IAN N. O DOUBLE RIM JOIST 2 FE R FL �4N OZ ZACK C. 0000 REQUIRED FOR 5W2 OR 2 POST OR STUDSSHEET C6) Imd NAILS GREATER SWEARIUALLS O (2) C514 STRAP TIES MIN 40� � PSR PL4N O O 2x6 DIAGO5RCINGNAL ATTACH FULL DEPTH 2 LENGTH BLOCKINC� TO DOUBLE TOP 3 � 0 o O CAA7TAC ED lU�/ (3 6 )611 PLATE W1 (2) 10d Q EACH BLOCK 2 SCUD SAYS W1 2x O FOOTING FAD CAN o o 16d NAILS • BAY 5E PLACED 5ELOW 3 1 O FLOOR JOISt PER PLAN THE CONT INUOU5 2 O SIMPSON CxBC 5 OF , SHEETS 2EXTERIOR O NAIL SUBFLOOR t0 OPER PLAN SHEATHING, NAIL I (INSTALLED IN PAIRS)FOOTING, I� (o0O220464 PROJECT NUMBER BLOCKINCx W1 ad a 6' cc PREFERRED DOUBLE COP PLAN g (u.N.o) 1 S SCUD WALL OR BEAM PER �� 3 O GABLE SND TRUSS 0 � �' fL�� , ��l Af PLAN �O Og vii' OSB SHEATHING �p�� p o ;� � � 2x4 50ttoM CHORDF, of W 2 TRUSS BRACINCx 8' S UNDERSID� OF FLOOR �Vol ° JOISTS MINIMUM's 48' O.C. ALONG' .' WALL BELOW. ATTACH t0 SDUJC EACH SCUD t0 DBL� ` COP PLAN. SDIUC FLOOR 00 � �ACN tRUSS 3 78 JOISt t0 DBL TOP � W1 (2) 16d N,41LS `' o�FSS�oNALENG��`" Dtt2Z At CANTILEVERED PLATE/BEAM, (4 SDUJG WALL ANDS WHENtOtAL) WHEN NOLDOUJN SPECIFIED (UN.O.) SPECIFIED 29 25 ,� 21 1% HODCx� ENGIN E O 22Iuc. DIGITALLY SIGNED MR CANTILEVERED &HEAR WALL D2 CHANGE IN TOS PLATE HEIGHTS D2 WIDENED FOOTING (OPTION) D2 C�,48L� SND 8��4CE D2 ���-���WIT�A��$ CERTIFICATE. �� � MSN L4PR PLATS SPLICE. U .514 14U rwuM 5HtA iHiNU p l3) 16d NAILS STAGGERED (4) 2X SOLS PLAN TO JOIST U. � 2 lU/(3)16d NAILS 16'O.C. -rl ,4t EACH SIDS OF BOttOM PLAN SPLICE. O DBL JOISt UNDER SHEAR WALL OR BLOCKING 3 O (2) 16d NAILS 6 16' cc INTO O DBL 2X COP PLACE � SCUDS 1 4 � O 2X PONT WALL SCUD � O SIMPSON 36" C614 MAY BE USED IN LIEU OF NAILING AS � O 1/1(o' OSS SHEATHING NAIL � � - INDICATED.(N07 SHOWN FOR� 8 PSR SHEAR WALL ABOVE � CLARITY) O O 2X Pt SILL PLATE � I61111 THICK CONTINUOUS � 12 FOOTING UJ/(2) 04. THICKEN a FOR H0LDOUJN5 NOTE: PLACE SPLICE ANCHOR PER PLAN FOR APPLIES WHEN NO OTHER /1�.1 1/r IA IIY11 /+ATrV1 a SNEARUJALLS OR 1/2' /1 �r�ic.t i� iNvic.�i�v. � " v `-' WEDGE ANCNORv FOR �vau�s BASED or, s�so►, STRONG TIE FASTENER scNmuLE. euiLDErz TO Fouau ALL rANUPacnFREx ` J naurs roR FasTBsER MsrauanoN. NON -SHEAR ROOF AND SURFACE RUNOFF ARE N07 70 BE D15CHARGED INTO THE F0071NC� DRAIN5Y5TEMALL THREADED ROD AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN Sl'S7EM. SIMPSON vGt DOUBLE INSTALLATION SIMPSON YCxti�/L cou���R Z% UJ/ (2) NDU4 UJ/ NDU4 Z3 19 15 J CONCRETE WALL DRAINAGE D2 TRUSS UPLIFT CONNECTORS D2 PLATE 5FLICE D2 INTERIOR 5HEAIRWALL TO STRIP FOOTING CONNECTION D2/1 O WALL FRAMING I► � O � EXTEND STRAP ON PONY � � Q m ZO . OO WALL To FLOOR ABo� o Ln 9 0 .4 O MANUFACTURED ROOF O (2) 2x4 LAMINATIONS lU/ (l)O WITH AN M571`CE4. O I/2" MIN FROM CORNER � J O Go • TRUSS WITH ENERGY NOEL ROW OF STAGGERED Imd CENTER STRAP ON (IF PRESENT) N O O O _ o COMMON WIRE NAILS a 12JOISTS AS SHOWN °' ° 40 EOSNEOOO (0:04 REBAR MAY B AR WALL NAILING PER 0 (2) 2x6 LAMINATIONS W/ (2) 6 FOUNDATION REBAR OR FOOTING SECTION PLAN 'A' IS MORE THAN 8' 0 0 POSt TENSIONROU OF STAGGERED I0d � PROVIDE 4'CSI6 EACH 0 0 ° 7/16' OSB OR SMART SIDE � COMMON WIRE NAILS 6 (o cc �� Farm �PANEL BLOCKING W/ Sd 6 N EACH SIDS SIDE OF SPLICE W/8 -16d 24' MIN REBAR LENGTH oCOMMON NAILS 0 0 (4) (Oil cc INTO DOUBLE TOP o 0 °0 °` PLATS 8 TOP CHORD BIRD TOPPLATE SPLICE LINE � ° 0 :Z-� 0°° 2�2' (3) 2x4 LAMINATIONS U/ (1) 0 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK � ° NOTE: NOLDOUNS At ROU OF STAGGERED 30d Qw CORNER ARE SPACED (4) ROOF SHEATHINGPER PLAN � � COMMON WIRE N,41L6 6 16'0 (2) 2X PLACE o o � I/2" FROM EDGE. UJ/ ad 6 6' cc INTO BIRDo � 1-I EACN SIDS ° . .. � ° ° 0 o �. BLOCK BLOCKING. _ (:4) � a .. a 4 O O O HOLDOUJN PER PLAN 0 0 t--; 00 (3) 2x6 LAMINATIONS UJ/ (2) �. a a� � � � 2 0 0 ° ROWS OF STAGGERED 30d � � .� � � ° �O PONT WALL SHEATHING � 3 •�� � OO CLEAR SPAN 11' MAXIMUM. v �LDOWN � SHEAR NAILING TO MATCH � \ \� � � — / � �D' ROR NON RJ TYPE RJ �OLDOIUNS SIMPSON Nl CLIP. TYPICAL COMMON WIRE NAILS 8'oc = ° � � � � ��j � J Q o- AT ALL TRUSS BOTTOM 1-I/2" a� EACH SIDS � ° � UJA�� ABOVE � �. BUILDING N oCHORD TO DOUBLE 70P � o I -I/2' .� � a � � S 6' MAXIMUM PONT' WALL '- • � ' �, 3 j PLA7� INt�RSEC710NS a � � a O U(o COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND SOFFIT MATERIAL � � °� `. �a, . O (WHEN SPECIFIED) O (2) ad NAILS 6 8' O.G. OR 16d 6 16' O.C. EXP. B 131 MPH (o2 (IF PRESENT) 2 � , ° �� � � a �_ � /2, MSN � SCUD PUCK OR POSt PER � SEISMIC DESIGN II ':S� TM PLAN � BUILDER t0 DETERMINE 3 . � `"" $ � IF StND OR StND/RJ IS CATEGORY D APPROPRIATE. ROOF SNOW TRUSS SECTION 2$ pgR 05 b33 rIWM SC 4 r24 FIC%� ,„U 20 l 6 LOAD 25 PSS IRAI&ELD HEEL TO 5HEAR WALL CONNECTION D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2(� O SHEAR lU,4LL NAILING PER 25 21 1 � THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN H. PLAN 1 DETAIL TAKES PRECEDENCE. USE THIS O DATE � � j 2x6 MINIMUM BLOCKINCx e m O SILL NAILING TO RIM �� MINIMUM LENC�t�I �'�� DETAIL IF THE TRUSS DESIC�NER DOES NOT g�TUJEEN TRUSSES OR 0928.2022 16d 's 4" O.C. O FOOTING SIZE AND PROVIDE A GABLE SND BRAG DETAIL RAFtERS, NAIL ROOD REVIEW 1 �3 57R4P WHEN SPECIFIED 2 O 2x STUD WALL RE5AIR 5CHEDULE UJ�Sd��13�00_BLOCKING ANALYST DOUBLE TOP PLATE IAN N. O DOUBLE RIM JOIST 2 FE R FL �4N OZ ZACK C. 0000 REQUIRED FOR 5W2 OR 2 POST OR STUDSSHEET C6) Imd NAILS GREATER SWEARIUALLS O (2) C514 STRAP TIES MIN 40� � PSR PL4N O O 2x6 DIAGO5RCINGNAL ATTACH FULL DEPTH 2 LENGTH BLOCKINC� TO DOUBLE TOP 3 � 0 o O CAA7TAC ED lU�/ (3 6 )611 PLATE W1 (2) 10d Q EACH BLOCK 2 SCUD SAYS W1 2x O FOOTING FAD CAN o o 16d NAILS • BAY 5E PLACED 5ELOW 3 1 O FLOOR JOISt PER PLAN THE CONT INUOU5 2 O SIMPSON CxBC 5 OF , SHEETS 2EXTERIOR O NAIL SUBFLOOR t0 OPER PLAN SHEATHING, NAIL I (INSTALLED IN PAIRS)FOOTING, I� (o0O220464 PROJECT NUMBER BLOCKINCx W1 ad a 6' cc PREFERRED DOUBLE COP PLAN g (u.N.o) 1 S SCUD WALL OR BEAM PER �� 3 O GABLE SND TRUSS 0 � �' fL�� , ��l Af PLAN �O Og vii' OSB SHEATHING �p�� p o ;� � � 2x4 50ttoM CHORDF, of W 2 TRUSS BRACINCx 8' S UNDERSID� OF FLOOR �Vol ° JOISTS MINIMUM's 48' O.C. ALONG' .' WALL BELOW. ATTACH t0 SDUJC EACH SCUD t0 DBL� ` COP PLAN. SDIUC FLOOR 00 � �ACN tRUSS 3 78 JOISt t0 DBL TOP � W1 (2) 16d N,41LS `' o�FSS�oNALENG��`" Dtt2Z At CANTILEVERED PLATE/BEAM, (4 SDUJG WALL ANDS WHENtOtAL) WHEN NOLDOUJN SPECIFIED (UN.O.) SPECIFIED 29 25 ,� 21 1% HODCx� ENGIN E O 22Iuc. DIGITALLY SIGNED MR CANTILEVERED &HEAR WALL D2 CHANGE IN TOS PLATE HEIGHTS D2 WIDENED FOOTING (OPTION) D2 C�,48L� SND 8��4CE D2 ���-���WIT�A��$ CERTIFICATE. �� 42 38 O EXTEND SHEATHING TO 34 $d � 16d 30 or LOWER TRUSS 507TOM CHORD O (DPLAN CONCREtE StEM IUALL PSR OF O AttACN ALL ADJACENT � O 2X SOLE PLATE t0 RIM � SIMPSON NDU2 OR NDU5 O ti�USS CHORDS WITH O lU/16d a 6" O.C. UN.O. _ O • . (3)1/4'x3' SDS SCREWS � O 3/4 tBCx t0 RIM: NOLDOUJN PER PLAN O BLOGKINCx B�NINDAOR O Sd Q 6' O.C.01 2X OR MIFLOOR JOIST TOP • � SHEATHING CUT FOR2 I REINFORCEMENT FLASHING� r i� O IM TO MUD ILL UJ/16d � O SIMPSON 655/044 ANCHOR oo a �." O.C. UN.O. �` OO OO OO ANCHOR BOLT PSR PLAN O O SIMPSON SStBl6 OPTION 5 O SHEATHING TO STUD FOR HDU2 APPLICATIONS SEE SHEAR WALL SCHEDULE �a . -a.(o � '. � � \ MUDSILL UJ/ ANCHOR BOLTS OPER PLAN . � �o O (3) 5DUJ522400D5 SCREWS STAGGERED a 16' O.C. a � � � ° �.a a. . O DOUBLE SCUD UJ/ 16d � 16•• � .� INTO STRUCTURAL 2x OR I-3/4' RIM a .. a _ .a ..i 3 � ._ a . r �` .qKL-ool ... . ° . O.C. OR (2)5d a 8' O.C. O�' S CONCRETE FOUNDATION .a ! a,. � ; � ONO RIM REQUIRED WHEN SLAB ON GRADE O O DECK JOISTS PSR PLAN 1 EXAMPLE RESIDENCE #SEE SHEARUJALL CABLE � 3/4' 74 GFLOORING 42 3g FOR ADDITIONAL NAILING r34 r3O D3 EXTEND 5HEATHING TO TIRU55 BOTTOM CHORE) D3 DEC< LEDGER CONNECTION D3 HE)U2 4 HLDU5 CONNECTION D3 43 39 35 31.......... O SIMPSON DTt2Z DECK � � � � O SHEATH UNDER OVERFRAMING � 1 HANGERS lU/ 1/2' NDG ALL ........... \ THREADED RODS (p 2 2x4 RAFTERS 6 24' cc O FLOOR JOIST PER PLAN. 4 SUPPORTED AT 6' cc MAX lU/ IUB STIFFENERS REQUIRED 2x4s ON TRUSS CHORD. VillO FOR MSR SLR JST � 2 2x6 R4Ft�RS a 24' cc APPLICATION 3 I SUPPORTED A7 8' cc MAX W1 O DECK JOISTS PER PLAN 2x6's ON TRUSS CHORD. PARALLEL FLOOR JOISt O (2) 2x6 VALLEY BOARDS UN.O. TO TRUSS FLOOR SHEATHING NAILING O �AILE 1 (3) 16d NAILSN �. �. PARALLEL JOIST: 6' cc.. PERPENDICULAR JOIST:3'oc� � � 2x6 RIDGE 50,4RD UN.O. O O DOUBLE BLOCKING REQUIRED FOR / \ / O ROOF SHEATHING PER PLAN 2 4 � � PERPENDICULAR - - O VENTILATION ACCESS PER INSTALLATION lU/ 1/4'x2 -I/2' � � BUILDER. 22-I/2"x48" MAX SDS SCREWS DIMENSION. O 70E NAIL BLOCKING 70 O PLACE U1/ (2) 16d NAILS ON EXTEND BACK 2 JOISt BAYS PERPENDICULAR FLOOR JOIST NOS REQUIRE) FORDEC<5 UNDER30" A50VE GRADE EXAMPLE RESIDENCE 43 39y r35 r3l D3 D3 LATERAL DECK CONNECTION D3 OVEIRFRAMING D3 44 40 36 32 MINIMUM OF (4) Dtt1Z OR1O SIMPSON DtTIZ DECK1O 3/4" T4G PLYWOOD (2) Dtt2Z PER DECK 7EN6ION TIS SUBFLOOR PER IRC E�012.4 O l(o) #9 x I-1/2' SIMPSON SD O SHEAR WALL NAILING PER SCREWS (SHOWN) OR PLAN (8) 0.145 x 1-I/2' NAILS O O FLUSH DOUBLE 2x JOIST O DECK JOISTS PSR PLAN ., O OR MFR DOUBLE JOIST O 3/8' SIMPSON HDCx LAG WITH IUEB STIFFENERS OR SCREW WITH NDG WASHER BEAM P PER 4 LOOROvTPEP, PLANOR SDUN TIMBER -HEX O NDC SCREW (SHOWN) INTO 70P PLAT, STUDS, ORWALL O STUD/POST PER SHEAR O HEADER O SCHEDULE OLOORO JOIST PSR PLA(WHENSPECIFIED MS7C48B3 IW ON PLAN) 2 O FLASHING Bl' OTHERS - 3 4O (01 (2 )C514 OPTION SHOWN FOR REFERENCE l3(0' MIN LENGTH,WRAP 3 �� MIN. THREAD� ONLY AROUND BEAM) PENETRATION JOISt HANGER AND LEDGER ATTACHMENT (01 SIS' MIN TO STUD WALL O (C6I4 OPTION PER PLAN O AIL SHEATHING �O BEAM. OPTION OF (1)DTT2Z IN DO NOT BREAK LIEU OF (2) DTT1Z SHEATHING NOT REQUIRE[) FOR DEC<5 UNDER 30" 45OVE GRADE 44 4LC-C 1021 (WOOD CONSTRUCTION CONNECTORS), PAGE 295 36 32 D3 D3 LATERAL DECK CONNECTION - LDTTIZ D3 5HEAR WALL AT 5EAM D3 O SHEAR WALL PER PLAN O2x4 PRESSURE BLOCK 2 UJ/ (2) lmd 70E NAILED 1 • EACH END )2x BOttOM PLATE PER SNEARUJALL SCWEDULE lU/ 16d 6 4' O.C. 3 O TRUSS PER PLAN 4 O3/4" T4C� FLOORING O tRU55/R4FTER PSR O O SHEATHING PER SHEAR WALL SCHEDULE • . „ J PLAN *HI EACH TRUSS (U.N.O.) 1/16" OSB NAILED UJ/ 1/16' OSB U1/ad 611O.C. � PANEL EDGES 12'O.G. O2x4 10d NAILS At 6' O.C. VERTICAL SUPPORTS � a FIELD OR U18 U1/ OHANGER PER TRUSS � UJ/ (5) Sd NAILS INTO TOP MFR AND BOttOM CHORD. 02x6 BLOCKING W/ (BOtN SIDS OF TRUSS) 16da6"O.C, t0 COP 2 O NI CLIP AT EACH TRUSS \ _ _ PLAT V5EAM/RIM JOIST PER O 1' CHAP BETWEEN ROOF PLAN.EXTEND SHEATHING OVER FACE SHEATHING AND TOP OF OR 2X10 BLOCKING LATERAL 5R4CING / BETWEEN CONTINUOUS ALLOWED FOR j STUDS VENTILATION 2x6 PRESSURE BLOCK UJ/ (2) lmd STAGGERED 45 41- 37 At 6' O.C. 33 D3 D3 CANTILEVEIRELD TRUSS LATERAL BRACING D3 JACK TRUSS 5HEAR TRANFER D3 00 Z 0 W w BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE 01126.2022 REVIEW IAN N. ANALYST ZACK C. SHEET 6 OF , SHEETS PROJECT NUMBER 220464 COPYRIGHT@2022 HODCxE ENGINEERING, INC THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REhIOVID BY T44E JURISDICTION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED 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 KW411191" 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 511 . 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 (2)16d (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 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 (2)16d (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS 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 ;