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MW 13 ENGINEERING
2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING 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) 551x30' U.N.O. CATEGORY DETAIL CALL -OUT POST PER PLAN OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x(o MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 25 PSF 97 MPH B D D II <15% NONE NONE 1211 0.4659 1.2869 355 FT PROJECT NUMBER: 230202 FOR: RUSH RESIDENTIAL VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PLAN: HAMPTON - MEADOWS LOT 13 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION 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 40 D2 REQUIRED PER ENGINEER U12 3g 6.7 5 0.0 3.9 38 1)1412.4 1)11 1)11 U10 ,I 0.4 0.1 3.8 1)5 3.9 02 0.2 36 3.3 42 1.442 0.2 STI IDI�RJU.1 1).1 36 lib+e� 5THD 14RJ 5THD 14RJ 1),2 39 5THD 14RJ _ 5THE) I4RJ A / -- -------------��I�D14%>� -I - I I I 4 I FASTENERS � - - - - - -- -- - --- - ----------- SCREWS � J D3 1)10 M11 N/A (14)-SDSYa'x 2�' TO (2) STUDS J5 5/9x24 UN O. HDU5 - DF MEMBER 5645" EXAMPLES ry+10 HDU5 - HF MEMBER 5820" 1)14 �RJ .�+B 2.3 5ST525 OR 55 7/8'x24 I 35 y(�� I I K' 1):3 4.5 1):3 2.9 2.3 0.2 1:7 2. 0.7 UNO. 1 N/A (30)-5D5 Ya x2Y, TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' UAO. i D3 12K CAPACITY POST PER PLAN m I N/A 1 M5TC4853 - 3900" PER MFR N/A N/A M6TC6653 - 4490" PER MFR OPTION OF N/A C514 - 2490" (18) Sd EACH END N/A I I �OI �I_�N 5I_5II �I_�II �I_�" 41K CAPACITY I 1 36 �1_LN 21� II (1) DTT2z ✓✓ POST PER PLAN o POSITIVE POST 1 01 U.N.O. g oil i D3 IN LIEU OF I I (2) u MAT PER ' A FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM A: G ' DTT1Z 14 24 24 D1 24 24 24 1 1 M1O 1 1 4x8 DF"2 2x8 PT HF `2 TYPICAL DECK JST e 16' O.C. CiR/AWL &E ACE:I W/ LU526Z HANGERS 1 1 M2 1 15THD 14 5THD 14 � I I I � 2 JO, �I_-2111 JJ L�L�ii �� 32,11 51_3111 ✓ LL��ii �I-3 ' //JJjj 2'-011v �'-10° 1 i ^ ��` 1 I I 14 30 M6 +� 30 30 MS M9 24 01 a) 1 I ry+e ,3r I �+ I 2 FF-TM7 --------J ` I I D 1 4x12 DF2 4x12 DFO2 4x12 DF 4x12 DF"2 r - - - - - - - - I I I I r I 01 1Ij I I I I 1 r I I =� I I I I 1 I I 4'-811 I r✓'' -10" 9'-0" I I I ' � I I I I 1 I 1 I I I I - m JON EI_ II I-/ ' K/ 5I-/ II 0 I 211 II 1 I I I I 1 1 M3 24 M4 4 M5 24 1 I I I - I 4x8 DF2 x3 DF"2 4x8 DF"2 I I I j I HDU _ HDU5 36r I I 4' CONCRETE 5LA5 I I A3 403 SLOPE GARAGE SLAB TO A DRAIN OR ED - - - - - _ = - L ,y+"ry 1 I VEHICLE ENTRY DOORWAY. CONTINUOUS 1 1 �14�'-3" I I I I I FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. I I I I (IBC 406.3.3 - GARAGE FLOOR 5URFACE5) 1 I I - - - I ry+" • � v 36 B4 1468 I 1 1 I 11 �%} I �N ,{ ahl_I �II 465 F77 ,j /7j ah'-IK/II II - -10.3 02 I U2 49 8.5 0.5 24 24 3�+ 5 D14RJ 1 `� 21 I 4x8 DF112 11 L-- ---------------------- -J I I I TYPICAL �' I I I 1 1 o M2 I I STHD14 2 - --------------------Elk---- -- 1 1 -_ I I FT 5THD 14 5THD 14 5THD 14 N j+6 M1 I I r I I r�? + 16III 9' 7 5 e I I I L------------------ ; D2 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 NNNNNNNNNNNA +'� �J 7Ylry �+s 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 &1-311 1-3" FRAME 20'-011 41 01 01_ON AT PORTAL FRAME LL 1)3 0 STEP FOLLOWING GRADE �141N FLOOFR FFRA�IINGP FOUNDATION FLAN ENGTINEEFRING DO NOT ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) R2 ■ ■ ■ UA ■ ■ ■ I ■ u ■ME OIII ®, R2 13 d r E2 F1 4X8 DFI12 I R1 19 L 6 18 STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE (IBC 2308.5.1) 1)11 31 z.3 3.8 0.5 0.2 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd @ (VAT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) 1)11 36 3.9 0.2 0.1 1)10 2.9 0.2 0.1 ■ �. ■ ■ .-j ■ 'iz ■ _ ,-fes =--•V , �z 0 0 LL II II II II II II II II ��.JS1;� o r III � r LOA, �.�Lw* SUM 0 04, I. U2 8_9 1.2 0.2 !L U4 LLI r LL o u� 6x12 [)K ENGINEERED U51NG BUILDER PROVIDED MFR FLOOR TRU55 LAYOUT COMPLETED TRUSS 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 8' ANCHOR BOLTS NAILS SCREWS CAPACITY" SNOW HDU5 - HF MEMBER 4340" N/A (14)-SDSYa'x 2�' TO (2) STUDS J5 5/9x24 UN O. HDU5 - DF MEMBER 5645" EXAMPLES MIN HDU5 - HF MEMBER 5820" LL LL 5ST525 OR 55 7/8'x24 LL o u� 6x12 [)K ENGINEERED U51NG BUILDER PROVIDED MFR FLOOR TRU55 LAYOUT COMPLETED TRUSS 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 8' ANCHOR BOLTS NAILS SCREWS CAPACITY" SNOW HDU5 - HF MEMBER 4340" N/A (14)-SDSYa'x 2�' TO (2) STUDS J5 5/9x24 UN O. HDU5 - DF MEMBER 5645" EXAMPLES MIN HDU5 - HF MEMBER 5820" N/A (20)-SDSYa x 211' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" HOLDOWN/STRAP MIN. UNO. HDUII - HF MEMBER 8030" N/A (30)-5D5 Ya x2Y, TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' UAO. 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-61MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) U9 1)10 u1zr 2.3 0.2 TRUSS FA5TENER SCHEDULE: U264 4Ue A35 Q 32' cc OR 5DWC 6 6 16" OC. 21, 79 (TYPICAL AT ALL GABLE ENDS) 0.5 H1 - TYPICAL AT ALL TRU55 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 I$ UPPER FLOOfR FfRAING; G;,4VIT�' L074D ENG;1NEEf;ZNG. DO NOT 6GALE(I/4"=I') BLOCKING RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (5E15MIC 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 J0I6T5 AND TRUSSES PER MANUFACTURER FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION MEMBER 20'DIA. OR 24"DIA. x 8' O20oR24 ® POST PER PLAN 2.5K CAPACITY SNOW OR 4.0K CAPACITY 24 24°x24"x6' W/(2) 04 EACH WAY DESICaNATOR ,y+" 5BK CAPACITY EXAMPLES POST PER PLAN 30 SHEARWALL DESIGNATOR °a HOLDOWN/STRAP 30'x30'x10" W/(4) 114 EACH WAY DESIGNATOR STHDI4 ® 5.5K CAPACITY (2)CS14s C614 DETAIL CALL -OUT POST PER PLAN 1 36 D1 36'x36 "x12' W/(4) 414 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) 04 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 5446 48'x48'x12' 1))/(6) 04 EACH WAY 21K CAPACITY 11111 54'x54'x13' W/(1) 04 EACH WAY 21K CAPACITY 60'x60'xl4' UJ/(8) "4 EACH UJAY 33K CAPACITY 12"x12'xlro" W101) 04 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA3BB 5, OR M1 5 U.N.O. A Q A. ,. oil REBAR MAT PER ' A FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM A: G ' LEGEND POINT LOAD KEY MEMBER RX FACTORED DEAD 1.0 6.0 z.o SNOW 3.0 STUD/COLUMN DESICaNATOR ,y+" Q ��' EXAMPLES SHEARWALL DESIGNATOR °a HOLDOWN/STRAP DESIGNATOR STHDI4 HDU5 (2)CS14s C614 DETAIL CALL -OUT 1 D1 50U,45H BLOCKING O STUDS) 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: 2023.05.17 10:52:10 -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 05.172023 REVIEW JOE G. ANALYST ZACK C. SHEET S1 1 OF 7 SHEETS PROJECT NUMBER 230202 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT HAS BEEN DIGITALLY SK,rED 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: 230202 FOR: RUSH RESIDENTIAL PLAN: HAMPTON - MEADOWS LOT SB 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDUS NOLDOUIN LOCATIONS. TYP 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 Is ' O.C. 16d 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 13 L/ILIVV I'IGNVCR VYCR PORTAL FRAME PER DETAIL 50I ENGINEERED USING BUILDER PROVIDED I"IFR TRUSS LAYOUT COMPLETED BY TRUSS CO JOB NUMBER J1018122, 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. 1'"�IAIN f=LOOfR LATEfRAL ENGINEEfRING, DO NOT &CALE(1/0 1'J SHEATH ALL EXTERIOR WALLS AS CJLui 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 DO NOT 5CY4LEN/011 = 1'J SHEATH ALL EXTERIOR WALLS AS NLESS NOTED OTHERWISE. ]ROOF 5PEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS 6NOU1 LOAD NOMINAL SPAN R,gtlNCs (UP t0) THICKNESS ANCHOR BOLT 40 PSS 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R503Z.I.IfU TYPICAL AT ALL GABLE ENDS SHEAR WALL NY41LING SCHEDULE 11 ed = 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 a 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE 5EI5MIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. MEMBER 80300 EDGES (30)-5D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. F MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE Sd Is 6' O.C. 2x STUD Is ' O.C. 16d 6 (2)16d a 16 IO.C. 5/6' a 48' O.C. 1/21 a 36 1 O.C. 2601365 rHD14RJ - 3500* (2) 5TUD5 UI/ (30)16d N/A N/A X853 - 39000 PER MFR 6112 A 1/1(01055 ONE SIDE Sd a 4' OC. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 1/2 28 OC. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE Sd .9 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8� 24' O.C. 112's III O.C. 41301685 AW4sONE 1/1(01055 SIDE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 Sud A 1/1(01055 50TH 51DE5 ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' tv 12' O.C. 112',s 8 O.C. 980 / 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON 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 ^t ti 4LL HEIGHT U1ALL5 ARE DESIGNATED 81' EXTERIOR of THE BUILDING, CoCRIpORS, 111INDou1S, OR Doo0111AYS OR AS MATED ON THE PLANS. SEE PLANS FOR NOLDOUIN REQUIREMENTS. 4THING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. ;MEDIATE 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 i WHEN NAILING THROUGH SHEATHING. STUDS MAY BE USED IN LIEU OF 3X MATERIAL E PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. AOR BOLTS SHALL BE PROVIDED UI/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE ;RETE. CURE 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 IECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. 4 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 ANG SECTION DETAIL. 'LYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' 1,4X. 3HEARWALL REQUIRES 4-1/2' PLATE WASHER RWALL DESIGNATED WITH AN ASTERISK 00 MAY BE SHEATHED WITH PE1 ORMANCE CATEGORY 1/1(o SMART PANEL )R 5/16 HARD IE PANEL 5ON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING f=fREEEE 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) Ul5 BARING lU,4LL 4x8 DF'r1 10 41 1 S�) DO NOT SCALE CI/4" = 1'J BEARING WALL pm HOLDOWN 5CHEDULE ON PRODUCT FASTENERS )EL NUMBER RX ANCHOR BOLTS NAILS 5CREW5 4PACITY# SNOW F MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/6x24 U.N.O. F MEMBER 5645* MIN. U� F MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 F MEMBER 1810# MIN. U.N.O. MEMBER 80300 N/A (30)-5D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. F MEMBER 93350 1 F MEMBER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. F MEMBER 14445* rHD14RJ - 3500* (2) 5TUD5 UI/ (30)16d N/A N/A X853 - 39000 PER MFR N/A N/A X653 - 44900 PER MFR N/A N/A ,14-241300 (18) Sd 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 FACTORED DEVD 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 L C rr U N i 0-4 7 fii •L N a) O a) O cLU N c � CL CU L L - c U La-) 20 a)3 f6 a) N VO V O L- 0 0 N N a �°oa)� f6 ~ N a)U L L U c te a) °O , c a) c o 0 c N c(a E QE :3 :0 Q U U U-0 a) j,O 2 c occ 2 a cn N -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F iiiiiiiiiiiiiii ENG. P.E. JOIN N. DATE O5.172tD23 REVIEW JOE G. ANALYST ZACK C. SHEET z OF , SHEETS PROJECT NUMBER 230202 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING 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 vnv LOAD ��� (V) DETAIL CALL-OUT CATEGORY 1 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 25 PSF 97 MPH 97 MPH B B D D D D II II <15% NONE NONE 12" 0.4658 1.2869 355 FT PROJECT NUMBER: 230202 FOR: RUSH RESIDENTIAL VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PLAN: HAMPTON - MEADOWS LOT 13 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR 70 PLACING FOUNDATION W/ 8" STEM AT PORTAL FRAME ARD CSR ELEV TION � f=OUNID,4TION �L,4N ENGINEEfRING DO NOT 5GALE CI/4" = 1'J ARD C: \:-:R ���V,4TION ,4 i POR1 3fR[:) C ELEV TION 11 11 tl IN FLOOR L TEfR L ENGINEEfRING DO NOT 5CY4LE (1/4 V) SHEATH ALL EXTERIOR WALLS AS CJ. Lji UNLESS NOTED OTHERWISE. 3fRD G,4fR ELEV TION A Uf=f=EfR f=LOO 00f= f=fR MIN GfR VIT�LO ID ENGINEEfRING DO NOT 5CALE CI/4" = 1') ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � �' DESICaNAtOR ry+" Q�' EXAMPLES 10 SHEARlUALL DESICsNAtOR � o°a HOLDOUJN/StR4P DESIGNATOR STNDI4 va (zx.6ws c514 DETAIL CALL-OUT 1 D1 EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI VAIL SHEATHING TO ALL AMINCs MEMBERS U51NG ad W/ 3' GRID PATTERN. NSTALL 5IMP50N L5TA STRAP e BACKSIDE ROWS Ibd SINKER /a 3110.G. 00 0 Z 0 W w F -4 milmoll rll- L wI rte+ Q' N (, fii •L � a) 0 N O cLU w A 22a) Ca 75':3o ; EXTENT OF HEADER WATER HEATER D DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"xlli" NET � � FOR A PANEL SPLICE (IF SHEATHING R ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY BE NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE �R�CED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/6 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER fi� 2 �" 01= MID-HEIGHT. NE IG�IT ONE 1�OUJ 01= STRAPS LOCATED 1/3 ,SWAY � ° o ° � � MIN GAP. EDGE CLIPS zz ° d ° TSP. SHEATHING TO FRAMING - FROM TANK CAP AND BASE. � ° d ° UJ/ Sd COMMON OR G,�LV,4NIZED RECOMMENDED FOR 24/1(o p 3 NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX NAILS IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC Z o 9 2 0 0 0 II BLOCKING IS USED, THE 2x� 5 •: MAXIMUM SPAN 2� INCHES AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ,4NC�-IOi� INTO O ° 0 ° MUST BE NAILED TOGETHER WITH It 2 X STUD PLACES ° ° ° ° ° ° ° ° ° 0 0 0 0 00 FRAM ING ( STUDS, BLOCK ING, ad NAILS " O.C. ,�T � � (3) lid SINKERS. 2 ��1 0 0 O O O O O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D YP. i�,� ,�N (2) CONTINUOUS #� REB�R �4T .• BIRD BLOCKING 2 DRYWALL PER PL j2 °°°°°°°° � � � °°°°°°°°° SHEATHING BREAK 0 0 0 0 0 0 0 ° o .' 0 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. •:: 2 X STUD WALLol � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UJ/ TWO ROWS OF 1�D SINKER #� � �." � OM TO �� : • ••• � � EXTEND UJ,�LL SHEATHING 00 00 00 0o II REB I� � � .. W � 3 N,41L5 �T 3 O.C. T�'P. , TO TOP OF DOUBLE TOP � m o0 0o 4 4 4 o0 00 �' W 12 O.C. �o VENT FLUTE - ° ° ° (s cKSIDE) (S,�cKSIDE) (S�cKSIDE) ° ° ° ° L5TAla STRAP (BACKSIDE). USE II PLATE a �11 j s STEM UJ,�LL � ° ° ° ° ° ° LONGER SERIES To EXTEND To ' 2 ° ° ° ° ° ° ° ° ° ° ° ° 00 REQUIRED S IMPSON H1 EACH TRUSS ® ANCHOR BASE TO WALL � o 0 0 0 � ( � 0 0 0 0 0 0 0 010 0 TOP OF PONY WALL, IF PRESENT. • 0-. OR RAFTER ° ° ° ° ° 0 ° 0 DESIGN VALUES INTERPOLATED . _ � � � . PERPENDICULAR I CUL,�R TOP o (4)�, FROM APA TT-100H TABLE 1 - _ .. .. .. .. .. PLATE INTERSECTION U.N.O.UO • X :: :: :: :: :: FOR NARROW PORTAL WIDTHS � ® (2) H2.5A FOR MULTI PLY .. .. .. .. .. PLAN VIEW � :: :: :: :: • . 0. • • • • • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� • . .. .. .. .. � MFR TRUSSES 6 24" O.C. UJ/ . 0 2 II • • PLAN ROOF SHEATHING = � � � � � ° o N 1/1� 055 SHEATHING MIN. ~' .. .. .. • . NAIL W1 ad 6 � O.C. FOR `�� `��NC° 8�o • i • i i • i • i • • • • II i 4% N O - ' .. .. .. .. .. STHD1 (UN.o ON PLAN)70 ' • ' • PANEL EDGES AND 12 O.C. � � (2O N ( Y X ,o 0 0 0 0 0 0 !� o 0 0 0 0 0 0 0(9) • • • IN FIELD Q'— N C L O cn O c L >, O O < '� O o 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 0 • • • j L , N N ~- Z . -0. d•-0. I •0••p .0. p .0. '• • I y u> +' N N >, s' STEM WALL HEADER EXTENDED OVER °' ` ° . i6 O O N U i i U C Z. _ — — o REQUIRED SHE,�RUJ,4LL •. ' • SHEATH ,ALL GABLE ENDS Q _ = o �,) Q � 9 a 9 4 f e f o o o O � a • , ... ... x � 'gin c >. a Q O ° o c v. A d. p. o. o p. o. v E L L z 0_g :_ N oralm O O a ,v v, o O v, o O O t U N L N •. a v o e o e e 1 II •• USING 5W1 5H A WA N L� r c —— a. o/S ,�NCHORSOLTUJ/� EMBED L� o , ' v - - SECTION f•-t — f�•-t II 1 II • I I p U U U 70 N (n SCHEDULE Q o v' av �• ay. v 4• �� vo o. oo oo , UJ/ MIN 3 x3 x.229 PLATE WASHER _ � _ � . L o c(0 0 C N 70 0 ri0 IBC FIGURE 2308.652 V. DBL BOTTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 Sd o 4x4 P05T UNO. GUSSET 6 GIRDER SPLICE. / 1(od 2x SOLE PLATE TO RIM , 1 •iz P;_ P.T. POSTS IF LESS THAN S" FULL DEPTH GUSSET EACHZ�"UJ/lid PER SHE,4RUJ,�LL W a 1 CUT TOP PL,�TE oR DROP\ SCHEDULE 12 FROM 501L (10)104. MIN 4X(o POST o �, . �- BEAM DO NOT CUT BEAM � S II $ � � 8 .. $ II 9 8d 6 o.C. 50TTOM PLATE _ • � 3/� T �G SUSFLOOR Sd NAIL j TA OST CONNECTION-. 2 II 2 DoUSLE ToP PL,�TE 2 LLPAND GLUE To JOISTS. STS. ® Root= FRAMER PER Root= To 3/� FLOOR SHEATHING o M � 21 GU55ET ONE SIDE ONLY FRAMING DETAIL AN FLOOR TO IM . � O.C. PANEL EDGES ® D L R R • . SIMPSoN ST22 OR 22 c51�• WIDTH OF POST W1 (S)10o1 2 � � 3 10 O.C. FIELD NAILING. � 3 FLOOR JOIST . UJ/(18)104 OR DROP BEAM UJ/ - - I I ® ROOF SHEATHING PER � -S POST CONNECTION: BLOCK ALL BEARING. FACE 2 . ROOF SHEATHING 2 RIM To TOP PLATE WITH CONTINUOUS TOP PLATE. - GU55ET 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO ° / � STRAP M,4�' BE PLACED ON - - SCHEDULE lid ,�T S" O.C. (U N.O.) 1Od NAILS. 45 DEGREE 2X4 JOIST. \ • SIDE OF TOP PLATE � II 2 TOENAIL JOIST TO TOP LATERAL BRACE WI(4)l(od 5IMPSON EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • T � PLATE EACH SIDE DE ((o) l(od NAILS _ OR MA5 W12x HF #2 STUDS AT on • S 12 POST CONNECTION: 2 1(0" O.C. (UN.0) W/Sd NAILS Sd SHEATHING TO STUD � (2) l&d NAILS 0 1(o" O.C. CRO55 BRACE WITH 2X4 AS 8 DO NOT CUT INTO 45 r / o , � -I--I � 3/S MINIMUM EDGE PER SHEARUJALL SHOWN WKEO1(od EACH END. DEGREE SHEAR CONE of 3 3 / o � SEAM PER PLAN ADD 4X4 BLOCK BETWEEN UNDISTURBED 501L D 15TANCE SCHEDULE WI(4)1(od EACH SIDE D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES � .: • MID -SPAN � STRUCTURAL 1-1/411 RIM PLATE To STUD uJ/(2) • 1(od Is 1(o' O.C. • S g PLYWOOD FILLER ( � . ° " 2 x STUD (AS REQUIRED) ° 3/4T 4G SUB FLOOR 4� HEADER PER PLAN - j (q-) MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE 9 / � FLOOR Jo1ST PER PLAN (2) lid N,41L5 (o � SQUASH BLOCKS DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL ' INT A MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o S - SEPARATE FLOOR TO RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •2 (o FLOOR CONNECTION �2 JOIST WITH (2) lid CONTINUOUS TO AT •. ' ' PPL E DETAIL 11 2 ' •' 1 Z � � CONTINUOUS FULL HEIGHT 5EAM ANDHEADER 5U O T D1 = _ �/ S FLOOR TO FLOOR CONN CTION D1 „ VERTICAL 055. BREAK � o BETWEEN TOP PLATES J W AND EXTEND DOWN OVER 2x STUD WALL PER PLAN • o / MUD5ILL � ' 'o/ 2 CONCRETE SEAS PER PLAN Ln FOOTINGBLOCK ALL PANEL v • • EDGES NOT LANDING ON o °• 3 VAPOR BARRIER •9, - Go 2x MEMBER .. PER PLAN (D FOOTING CORNER / a (D • A TOP/50TTOM PLATE To j 2x PT W1 ANCHOR BOLTS I0 W STUDS UJ/ (2) l(od THRU 2 PER SHEARWALL SCHEDULE a• ' " � NAILS TiP. (3) 1�d THRU � FOOTING CORNER FOOTING 'T' 2 STEMUJALL CORNER 04 HORIZONTALAT J - HOOK m • NAI 4 4 z • .e � � � � L OR 5UJ3, SUJ SUJS � � ' 1 II � S f - AND 12 O.C. 2 STEM SHOWN. SHEAR WALLS " II x / / / ri ri �o IF COLD JOINT ADD # ..r\r\r\r\r\r\r\r , \r\r\r\r�� W � 30 M IN IM I UM LAP SPLICE � 2x PT MUD SILL UJITH � '� %\\i\\i\\i\\i\\i\\i\\i\ •� . \i\\i\\i\\i� � II _ �rrrrrrr rrr VERTICAL DOWELS 3� o :� ANCHOR 50LT5 PER � � �;�r\ir\ir\ir\ir\ir\ .I � . • rr\ter\ter\i, II j 0 -I- �\r\r\i\r\r : \r \,\ ON CENTER. EXTEND TO 3 Ln �, ri ri ri ri � � r r II VERTICAL RE5AR NOT SHEAR WALL TABLE .��\� ���� °, � • \ \ �o -\\\ \ OF FOOTING BASE AND 14 � SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ •;; \\rr\\ \\rr\\rr� � � �\ r\iirr%!i'� MIN. INTO STEMUJ,4LL (UN.0) PERSPECTIVE OVERVIEW WITHIN 12 OF ANY ,y\r CORNER) MIN 5" FROM �\%rte • «_= \r\, \\; (2) #4 CENTERED IN a r a v a r\\ri\\ \!i FOOTING EDGE I—III— I I—III—III—III—III—III—,III_ 2(4)SLAB ON GRADE WHERE =1 I I=i i i I-III=i I i=III-1 I I=' � FOOTING AND ROOF DRAINS IF J2 .I .. 12 S 2 MIN a a SPECIFIED PER PLAN °J REQUIRED BY JURISDICTION a BUILDING STEM WALL CORNER STEM WALL 'IT' D ° ' • • ' ' ' e • DROP JOISTS WHERE g NATIVE UNDISTURBED SOIL CODE 2018 15C • • MIN. FOUND,4T I ON D IMEN510N D D 13 ' SPECIFIED PER PLAN OR STRUCTURAL SILL PER WIND •' • ' ' ' NUMBER OF FLOORS WIDTH THICKNE55 WIDTH • D ° SUPPORTED 5Y FOOT ING OF FOOT ING OF FOOT ING OF 5TEM GEOTECH EXP. B 91 MPH D e e e D 4 a 1 FLOOR 12" (" (o SEISMIC DESIGN j % j FR05T DEPTH 5�' ° Ids / ° A. 13 / II / II II • ° a 2 FLOOR 1� S •• JURI5D ICTION • ° . CATEGORY D • • ` p ` 3 FLOOR 1511 Q II Q II 00000 A ROOF SNOW 12 8r6"' ISc TABLE isOg.1 3 LOAD 25 P5F CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 6LA5 D1 2x STUD WALL PER PLAN ENG. P.E. FLOOR JOIST OR � JOHN H. LANDING DRIVEWAY APPROACH PER DATE � 2 3 /� T �G SuSFL ooR (uN.o.) 2 2X4 LEDGER W(2) 104 � 1 1 ARCHITECTURAL SHEETS OEd1.2023 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. r �. t i ,.. j GYPSUM WALL BOARD 3 (3) 2x12 STRINGERS INSTALLED W/fid COOLER 2 GARAGE SLAB PER PLAN Foo I AN JOE G. L R G RDER PER PL • II NAILS S" O.C. OR TYPE ANALYST 4 • . 5-1/2 MINIMUM MATERIAL . AS- 5/uJ SCREUJS 1�' o.C. FULL DEPTH BLOCKING ZACK C. DIAGONAL BETWEEN RISE � � � 3 3 CONTINUOUS RE5AR • REQUIRED AT ALL BEARING SHEET AND RUN II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o 2 1(od NAIL 12 O.C.(UNO.) 3 � UPPER FLIGHT OF STAIRS :� _ 2 o CRACK CONTROL) . SUPPORTED ON 3/4 T 4G - 2x PT UJ/ ANCHOR BOLTS 1 II PER 5HEARWALL SCHEDULE 41Sd NAILED O.0 Sd NAIL 12 O.C. ON ALL COMPACTED SAND/GRAVEL , \r r\r\r\rr\rr\rr 2 's PANEL EDGES 12 O.C. FRAMING MEMBERS NOT AT D D x � ;r\\ir\\ir\\ir\\ir\\ir\\ir\\ir � � � � � 4 HORIZONTAL AT J HOOK FIELD PANEL EDGES (UN.0) ° ° _ '!�r%r%r%r%r%r%ri �o AND 12' O.C. 24" STEM SHOWN. S cA� \\\\\\\\\\\\\\ „'. CONTINUOUS BUILDING 2 X� THRUST BLOCK UJ/104 # OF SHEETS ORIENTATION OF CORNER `� 1F COLD JOINT ADD �• . �' o . FOOTING PER FOOTING ,�\i .\\ice • S S II 's � O.C. NAIL TO LANDING �: - r\r \ "' � STUD MAY VAR' DETAIL ,!�\ j j , � � VERTICAL DOWELS 36 J015T • r d' ON CENTER. EXTEND TO 3 ° PROJECT NUMBER ' Sol NAI 6 (o " O.C. A ��i�r • II • 3/� TSG SUSFLOOR L ALL �� HOLDOUJN PER PLAN \\, i�===� OF FOOTING SASE AND 1� �30�0� o�o r 2 y FRAMING MEMBERS AT 2 ° MIN. INTO 5TEMWALL (U.N.o) . 2XSLANDINGJoISTS �� � —------- S PANEL EDGES 4 12 O.C. I-11 II DE CORNER 2 . INS 1 co N o D' o•I_l�=1i1_Iil=� ON ALL FRAM ING MEMBERS g FROST DEPTH BY �N q R 104 � O.C. RIM TO \ \/ Q o : 0 • NOT ,4T AN 5 \/� r�\ i \ \ \ \ D j 2 JURISDICTION W 23 j 2 TOP PLATE PANEL EDGE \/\/\/\/\ LSC ,4T TOP A3Ss \� \ \ \ \ (2) #4 CENTERED IN FOOTING S �P 0 SdNAL�'oc(ALL \ \ \ . MIN. FOUNDATION DIMENSION FOOT IN ,4N ROOF DRAINS IF Is ><j 5 AN X N ) ,\\/\/ G D R DRA PANEL EDGES U..O \\ \\ NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH NOTCH STRINGER TO REST SECTION r . // REQUIRED BY JUR15D ICTION , STRINGERS SPANNING OVER �o SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM ON LEDGER II II II NATIVE UNDISTURBED 50 I L s -r E� (o STEPS MUST BE SUPPORTED 1 FLOOR 12 � II (II 2 �s III �j /o, �j 2X TREADS UJ/(3) 104 2 FLOOR 6 ( S OR STRUCTURAL FILL PER . W/TX�G/ SEAM ON 4XT POSTS. � 2 � � � II II II 5 POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S GEOTECH ro OUTSIDE CORNER DETAIL COPYRIGHT c 2023 00'0��l OR STUDUJALL O rl 3 7 / 15C TA5LE 1009.1 4 HODGE ENGINEERING, INC. t�IIS DOCUI*—NT BIAS BEEN DIGITALLY SIGNED PER 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNEIR D1 CONT INI�Ol�S 5TRIF FOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O 15T5 D1 WAC WICA E M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAtE MAY BE REMOVED BY tNE JURISDICtION 26 J � UNR�STRAIN�D RETAINING WALL SCHEDULE 122 � �_ � i �_ � i �_ � 1g f \\ O MFR CxABLE END TRUSS 14 n 11 � FA5TENER5 /SPS /l/o ,U H W T ,������ e K o H1 � 1 a I1 \ � O 3x MEMBER At ADJOINING *1I� \I- j � � PANEL EDCxE�... .S_FOR 5U12. 11- . - ... :. . O DOUBLE 70P PLATE (UN.O. ON PLAN) n �nr.itir.0 ins ic, �.corir-ni FACE OF FOOTING= SItE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SItE lUORIG ARE THE RESPONSIBILITY OF THE BUILDER 2 70P OF SLOPS AND CIVIL/GEOTECHNICAL ENGINEER. O HlOA Z O HlOA-2 930 LGT2 (2)PLY 1620 LGT3-5D52.5 (3)FLY 2505 6 8' ' 9' 04 m 12' OC 4(d' 3' 4' 6'I' -s' s' 12' �5 a Ire' oc 4�'-9' 7' 4�' s'I'-Ire s' 12' S 'a 9' OIC 6'-3' 1�' 1-3��' 8 WALL VERTICAL At 1-3/� FROM FACS � � � � � �...� . � II \MV NV . ". � �,,...� � � � O � SECTION W1 3X SCUD SECTION UJ/ (2)2X SCUD SECTION UJ/ 2X STUD SHEATHING OVER GABLE N/3 BUt NEED NOT >�RgM�u� UNLESS A GEOTECHNICAL REPORT IS PROVIDED t0 � W NODG� ENGINEERING t+�� BEARING SOILS ARE ASSUMED EXCEED �m MAX lSlUl ONLY) 2 SlU2 SHEAR WALL Sd NAIL: � � CONCRETE lf'cJ = 25m0 psi O HORIZONTAL R�BAR 4' �pC�c� - 12' FIELD � G REBAR lFy� = 6O Icst *�. �g,qR ,dt 1�D'oc O I/4'x6' SDS SCREW A7 16" 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED FOLLOW PASSIVEvOIL = 250 cf SlU3 SHEAR WALL ad NAIL: (4) TOE OF SLOPE � ACTIVE SOIL = 35 c � O.0 TOP PLATE TO TRUSS ALL DIRECTION OF THE GEOTECHNICAL REPORT. p O R�BAR SPLICE 3�D' FOR "� 3' EDGE - 12' FIELD BOttOM CORD p SOIL BEARINCx = 1600 psf � � SlU4 SHEAR WALL SD NAIL: O N/2 BUT NEED NOT R�BAR, 38 FOR �5 R�BAR W WITHFOOTINGREAR (o � � 2' �DCx� - 12' FIELD OtO�NAIL tRUSS t0 TOP EXCEED 15' MAXsj 0 Q PLATE lUlt�l lU ad At 16" j O DACE OF STRUCTURE � � O *� PEEL REBAR a 12" O.C. O x/16' OSB SH�ATHINC� ON CENTER � Al D (V-10'WALL V�RtICALS 2 � . � I-3/4' FROM SOIL FACE) O gACICFILL WITH 12" MINIMUM FREE O 2x MEMBER FOR SHEAR � O O NCzAIm OR A35 AT 32' O.C. 2 � O 0-j DRAINING SOILS. 12' OF DRAIN 3 � WALLS MID PANEL (FIELD) ALTERNATIVE t0 NOTE 4 � SILL UJ/FILtER FABRIC SDS SCREUIS Z 2 )KEY (NOT REQUIRED IF SLAB O SHEAR IUA�� PER PIAN NOTES � 5 LL � �. PRESENT A7 F0071NCx) o -INSTALL SCREWS UPWARD �, m � �, a �, o FOOTING 12' MIN BLOW GRADE. O (2) 2X MAY BE USED IN � o THROUGH tOfi� PLANS INTO �' - � � w ¢ � ° � N PLACE O� 3X PER SHEAR = � � � � �; " s OZ. � m • CENTER OF BOttOM TRU .55 GRADE IS NOT SS � REQUIRED I� SLAB PRESENt WALL NOTES � o o CNO�D. 3 N � � Q m El o .° N m Y L • � 6W1 SN�AR PANEL � ° � N � c� 0= m 3 0 � FOOTING REBAR *4 Q lf�' O.C. FOR COMPARISON � °' � ` � °' �(1)3 FOOTING t0 BEAR ON �L � c c � � � c O WITH 3' COVER SlU2 SUJ3 OR SlU4 -$RACE tRUSS�S PER SCSI. � o o p = � N � ° � FIRM UNDISTURBED CONSULT TRUSS MANUFACTURER � � � z �, � � � . � � N S SI��AR PANEL � � � � �' �m NATIVE SOIL OR na KE1'IUAI' REBAR TO MATCH 2 FOR $RACINC�s REQUIREMENTS. a £ O � = m N w a B �NGINE�RED SILL VERTICAL R�BAR SPACING iBc 10012.2 26 22 rl8 Q Q/�Qy rl4 E � � U 3 � c U c � N ILG �I� �VYJV. I.� � m � U � � UNIREFRAINELD CONCRETE WALL - 40 PSS SURCHARGE - 201a IBC D2 51112, 5W31 5W4 5HEAR WALL NAILING D2 C�/�SL� SND TO S�E�4i� UJ,4LL ATTACHMENT D2 FOUND�4TION CLE,4i�,4NC� SROM SLO��S D2 2/ 23 O FASTENER PER PLAN 19 15 (1) MAIN FLOOR SHEAR WALL .Q <� o ti � ABOVE �' DRAINAGE - EXTERIOR C�RApES ADJACENT t0 THE WALLS OF THE HOUSE ARE t0 BE SLOPED � � STUD 70 MATCH GIRDER PLl' lUN.O O SIMPSON NOLDOIUN PER �° � AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR �, ;,; °o e 00 ON ENGINEERING SHEETS) O (SJ 16d NAILS STAGGERED PLAN t0 ALL THREAD ROD = � 0 BE�OU1 tN� �OOtINCx/S�,4B ELEVATION ARE t0 BE USED �Oi� ANY BASEMENt OR RETAINING � � � At EACH SIDS OF TOP IS O n „ , ,,� �._ �, ....� ,,, �� .�, �,. �_ � M � � � o o, WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARE 70 CONSIST 0F RIGID PERFORATED 4' PVC PIPE ^. ,D SURROUNDED Bl' WA5HED PEA -GRAVEL Ofi� GRANULAR SILL WITH LASS 7N,4N 5°ro SINES. PLACE o 0 A NONUJOYEN-CxEOTEX71LE FILTER FABRIC BETUJEEN THE DR�41N,4C�E M,4TE�21,4L AND THE . . 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 ;°a;• BACKFILL AND EXTEND5 OVER THE TOP OF THE DRAINAGE ZONE. -CL� THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOtINCxS SIh1PSON Lc�t2 SIMPSON MGT UJ/ IDU AND THE DRAINS ARE TO BE CONSTRUCTED WITH 5UFFICIENT GRADIENT 70 ALLOW C�R4YIT�' D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON t�4E LOWER PORTION OF THE PIPE. 0 0 RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH THICK WASHED GRAVEL BL�4NKET OR LINED WITH �4 DR�41N�4C�E MAT SUCH AS MIRA-DRAIN 6001 , OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE BULL NEIC�N7 OF THE WALL5 (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO 0 ALLOWA5LE UPL 11=T5 FA5TENER5 /SPS SDUJC SCREW 485 H1 425 P2.5A 535 HlOA 1015 HlOA-2 930 LGT2 (2)PLY 1620 LGT3-5D52.5 (3)FLY 2505 LGT4 - 5D S3 (4)PLY 2 92 0 MCAT (2)PLY 3300 (1)VGTR/L (24-L 1 1(000 % 2/ r CzTR/L (2)PLY 3990 (1)VGT (2)PLY 3555 (2 )VCT (2)FLY 5110 ( 2 )VCT (3)FLY 6 400 HGT-2 (2)FLY 6485 HGT - 3 (3)PLY 9035 - Y 92 0 �r�iLet i� iNvic.�i�v. � " v `=' WEDGE ANCHORS FOR �vau�s BASED or, s�so►, srr� TIE FASTENERa scNmuLE. euiLDErz TO Fouau ALL rANUPacnFREx ` J REaurs FOR FASTENER MsrauanoN. NON -SHEAR ROOF AND SURFACE RUNOFF ARS N07 70 BE D15CHARGED INTO THE FOOTING DRAIN5Y5TEM ALL THREADED ROD AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN 5Y5TEM. SIMPSON vGt DOUBLE INSTALLATION SIMPSON YCxti�/L � � COUPLER J � Z% UJ/ (2) NDU4 UJ/ NDU4 Z3 ri 9 15 CONCRETE WALL DRAINAGE D2 TRUSS UPLIFT CONNECTORS D2 PLATE 5FLICE D2 INTERIOR 5HEAIRWALL TO STRIP FOOTING CONNECTION D2 Q O W 28 24 20 (:D WALL FRAMING • O EXTEND STRAP ON PONY WALL 70 FLOOR ABOVE Ln O MANUFACTURED ROOF O (2) 2x4 LAMINATIONSUJ/ ll) O WITH AN MSTC��. O I/2" MIN FROM CORNER • O �3OO TRUSS WITH ENERGY NOEL _ � O ROUOF STAGGERED ImdSTRAP ICENTER STRAP ON (IF PRESENT) COMMON WIRE NAILS a 12JOAS SHOWN o o � SHEAR WALL NAILING PER oo (l) 04 REBAR MAY BE U�ERE OOCS�COo o FOUNDATION REBAR OR x(o LAMINATIONS W1 (2)PLAN IS MR�A8' t SN � ROW F STAGGERED 10d4A � PROVIDE 4'CSI6 EACH 0 0 ° 7/16' OSB OR SMART SIDE COMMON WIRE NAILS (o cc PANEL BLOCKINCa lU/ Sd 6 `�lo* CACI-I SIDS SIDE OF SPLICE U1/8-1(�d(4)° ° o 0 0 o o o � O 2�' MIN REBAR L�NCx7N 6' cc INTO DOUBLE TOP o . � a COMMON NAILS o o � Z M o� ID ID 0 ° .Q 5 O � PLATS 4 TOP CHORD BIRD � ° )2xAU(� OPPLE PLCE LE ,�NOTE: NOLDOUNS At Ln - o e'ERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK 0 o 0 oo CORNLnDROU OF STAGGERED 30d �2) 2X PLATE � aCOMMON WIRE NAILS 6 16'0 FROM EDGE.O ROOF SHEATHING PER PLAN UJ/ ad 6 6' cc INTO BIRD�o � �_� EACH SIDS BLOCK BLOCKING. _ a .. .. .. � a Q O O O NOLDOUJN PER PLAN o 0 0 � O (3) 2x6 LAMINATIONS UJ/ (2) �. a °� .. � , a .. � 2 ° 3 .� � Q ,.� ROWS OF STAGGERED 30d � � � ° � O PONT WALL SHEATHING 4 �� � O CLEAR SPAN 1�' MAXIMUM. v �LDOWN � � � SNE,4R NAILING TO MATCH \ \� � � � � / — �D' RpR NON RJ TYPE RJ �OLDOIUNS SIMPSON Nl CLIP. TYPICAL 2-��2 COMMON WIRE NAILS 8'oc = ° � � � � � ��°��j � J Q o- AT ALL TRUSS BOTTOM 1-I/2" a� EACH SIDS � ° � � � UJA�� ABOVE � �. 1 ; , '� 2 BUILDING N o CHORD TO DOUBLE 70P � o I -I/2' .� � a � � � � S 6' MAXIMUM PONT' WALL �'- • � �' 3 j PLA7� INt�RSEC710NS a � � a O O COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND SOFFIT MATERIAL � � °� `. �a, . O IWNEN SP�CI�I�p) O l2) ad NAILS 6 8' O.G. OR St SCUD PUCK OR POSt PER 16d 6 16' O.C. EXP. B 9� MPH � 2 (IF PRESENT) 2 - o ° ° a . Ear � AN 1 SEISMIC DESIGN II � ���,-TM . $ .. N PL I BUILDER t0 DETERMINE CATEGORY D 3 A � a � . � �N 6 TALL STEP TO RETAIN IF StND OR StND/RJ IS O 48' SOIL MAX APPROPRIATE. ROOF SNOW TRUSS SECTION 2$ pgR wg b33 1:lwm ac r24 F:Ia,%m„u r2O rl 6 LOAD 25 PSS RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2(� (:D SHEAR lU,4LL NAILING PER 25 21 1 � THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN N. 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 I� THE TRUSS DESIC�N�R DOES N07 gETIUEEN TRUSSES OR �5•�7.2�23 16d Is 4" O.C. O FOOTING 51ZE AND PROVIDE A GABLE SND BRAG DETAIL RAFtERS, NAIL ROOD REVIEW 1 �3 STRAP WHEN SPECIFIED 2 (D2x StUD WALL R�8,4C ]ED) UJ�SdT�13�00_BLOCKING ANALYST JOE G. O DOUBLE RIM JOIST 2 FE R FL �4N REQUIRED FOR SlU2 OR OZ DOUBLE TOP PLA7� ZACK C. 2 POST OR STUDS � O C6) Imd NAILS SHEET GREATER SI�EARIUALLS O (2) CSI STRAP TIES MIN 40' � PSR PL �4N O O 2x6 DIACxONAL Oj11 � O ATTACH FULL DEPTH 2 LENGTH BLOCKINC� TO DOUBLE TOP 3 � o o � o O.C. A7TAC ED W1 (3) (3) 2 PLATE lU/ (2) 10d � EACH O BLOCK 2 SCUD SAYS lU/ 2x O FOOTING FAID CAN 16d NAILS • BAY SE PLACE[) 5ELOW 3 2 FLOOR JOISt PER PLAN THE CONT INUOU5 2 O SIMPSON CxBC 5 OF , SHEETS O � NAIL SUB�LOOR t0 O EXTERIOR SHEATHING, NAIL I PAIRS)O PER PLAN FOOTING, IF (o (INSTALLED IN PAI � BLOCKINCx lU/ ad a 6' cc PREFERRED O PROJECT NUMBER �j DOUBLE TOP PLAN 230202 g (uN.o) 1 O SCUD WALL OR BEAM PER � �� 3 O GABLE SND TRUSS PLAN rt0 O 1/1 2x4 BOTTOM CHORD 3 SOW ARO 6 OSB SHEATHING �,�P'��` S UNDERSIDE OF FLOOR e � F w iQ TRUSS BRACING 8' JOISTSMINIMUM 's 48 O.C. ALONG.' WALL BELOW. ATTACH t0 SDUJC EACH SCUD t0 DBL � ` TOP PLAN. SDIUC FLOOR � EACH tRUSS 378 6 0 � JOISt t0 DBL t0�' � � Ul/ l2) 16d N,41LS `' o�FSS�oNA�ENG��`" Dtt2Z At CANtILEVERED P�At�/B�AM, l4 SDUJG IUALL ANDS IU�IEN TOTAL) WHEN NOLDOUJN SPECIFIED (UN.O.) SPECIFIED r29 r25 .� r2lrl 7gCOPYRIGHT �R�� INC. DIGITALLY SIGNED MR CANTILEVERED 5HEAR WALL D2 CHANGE IN TOS PLATE HEIGHTS D2 WIDENED FOOTING (OPTION) D2 C�,48L� SND 8��4CE D2 ���-���WIT�A��$ CERTIFICATE. �� � MSN L PLATS SPLICE. U �i4�� 14U rwuM 5HtA iHiNU R p 4r� (3) 16d NAILS STAGGERED O 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 TOP PLATE � SCUDS 1 4llo � 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 PER SHEAR WALL ABOVE � CLARITY) O O 2X Pt SILL PLATE on I(o'x8' THICK CONTINUOUS � FOOTING UJ/(2) 04. THICKEN 12 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�iLet i� iNvic.�i�v. � " v `=' WEDGE ANCHORS FOR �vau�s BASED or, s�so►, srr� TIE FASTENERa scNmuLE. euiLDErz TO Fouau ALL rANUPacnFREx ` J REaurs FOR FASTENER MsrauanoN. NON -SHEAR ROOF AND SURFACE RUNOFF ARS N07 70 BE D15CHARGED INTO THE FOOTING DRAIN5Y5TEM ALL THREADED ROD AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN 5Y5TEM. SIMPSON vGt DOUBLE INSTALLATION SIMPSON YCxti�/L � � COUPLER J � Z% UJ/ (2) NDU4 UJ/ NDU4 Z3 ri 9 15 CONCRETE WALL DRAINAGE D2 TRUSS UPLIFT CONNECTORS D2 PLATE 5FLICE D2 INTERIOR 5HEAIRWALL TO STRIP FOOTING CONNECTION D2 Q O W 28 24 20 (:D WALL FRAMING • O EXTEND STRAP ON PONY WALL 70 FLOOR ABOVE Ln O MANUFACTURED ROOF O (2) 2x4 LAMINATIONSUJ/ ll) O WITH AN MSTC��. O I/2" MIN FROM CORNER • O �3OO TRUSS WITH ENERGY NOEL _ � O ROUOF STAGGERED ImdSTRAP ICENTER STRAP ON (IF PRESENT) COMMON WIRE NAILS a 12JOAS SHOWN o o � SHEAR WALL NAILING PER oo (l) 04 REBAR MAY BE U�ERE OOCS�COo o FOUNDATION REBAR OR x(o LAMINATIONS W1 (2)PLAN IS MR�A8' t SN � ROW F STAGGERED 10d4A � PROVIDE 4'CSI6 EACH 0 0 ° 7/16' OSB OR SMART SIDE COMMON WIRE NAILS (o cc PANEL BLOCKINCa lU/ Sd 6 `�lo* CACI-I SIDS SIDE OF SPLICE U1/8-1(�d(4)° ° o 0 0 o o o � O 2�' MIN REBAR L�NCx7N 6' cc INTO DOUBLE TOP o . � a COMMON NAILS o o � Z M o� ID ID 0 ° .Q 5 O � PLATS 4 TOP CHORD BIRD � ° )2xAU(� OPPLE PLCE LE ,�NOTE: NOLDOUNS At Ln - o e'ERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK 0 o 0 oo CORNLnDROU OF STAGGERED 30d �2) 2X PLATE � aCOMMON WIRE NAILS 6 16'0 FROM EDGE.O ROOF SHEATHING PER PLAN UJ/ ad 6 6' cc INTO BIRD�o � �_� EACH SIDS BLOCK BLOCKING. _ a .. .. .. � a Q O O O NOLDOUJN PER PLAN o 0 0 � O (3) 2x6 LAMINATIONS UJ/ (2) �. a °� .. � , a .. � 2 ° 3 .� � Q ,.� ROWS OF STAGGERED 30d � � � ° � O PONT WALL SHEATHING 4 �� � O CLEAR SPAN 1�' MAXIMUM. v �LDOWN � � � SNE,4R NAILING TO MATCH \ \� � � � � / — �D' RpR NON RJ TYPE RJ �OLDOIUNS SIMPSON Nl CLIP. TYPICAL 2-��2 COMMON WIRE NAILS 8'oc = ° � � � � � ��°��j � J Q o- AT ALL TRUSS BOTTOM 1-I/2" a� EACH SIDS � ° � � � UJA�� ABOVE � �. 1 ; , '� 2 BUILDING N o CHORD TO DOUBLE 70P � o I -I/2' .� � a � � � � S 6' MAXIMUM PONT' WALL �'- • � �' 3 j PLA7� INt�RSEC710NS a � � a O O COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND SOFFIT MATERIAL � � °� `. �a, . O IWNEN SP�CI�I�p) O l2) ad NAILS 6 8' O.G. OR St SCUD PUCK OR POSt PER 16d 6 16' O.C. EXP. B 9� MPH � 2 (IF PRESENT) 2 - o ° ° a . Ear � AN 1 SEISMIC DESIGN II � ���,-TM . $ .. N PL I BUILDER t0 DETERMINE CATEGORY D 3 A � a � . � �N 6 TALL STEP TO RETAIN IF StND OR StND/RJ IS O 48' SOIL MAX APPROPRIATE. ROOF SNOW TRUSS SECTION 2$ pgR wg b33 1:lwm ac r24 F:Ia,%m„u r2O rl 6 LOAD 25 PSS RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2(� (:D SHEAR lU,4LL NAILING PER 25 21 1 � THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN N. 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 I� THE TRUSS DESIC�N�R DOES N07 gETIUEEN TRUSSES OR �5•�7.2�23 16d Is 4" O.C. O FOOTING 51ZE AND PROVIDE A GABLE SND BRAG DETAIL RAFtERS, NAIL ROOD REVIEW 1 �3 STRAP WHEN SPECIFIED 2 (D2x StUD WALL R�8,4C ]ED) UJ�SdT�13�00_BLOCKING ANALYST JOE G. O DOUBLE RIM JOIST 2 FE R FL �4N REQUIRED FOR SlU2 OR OZ DOUBLE TOP PLA7� ZACK C. 2 POST OR STUDS � O C6) Imd NAILS SHEET GREATER SI�EARIUALLS O (2) CSI STRAP TIES MIN 40' � PSR PL �4N O O 2x6 DIACxONAL Oj11 � O ATTACH FULL DEPTH 2 LENGTH BLOCKINC� TO DOUBLE TOP 3 � o o � o O.C. A7TAC ED W1 (3) (3) 2 PLATE lU/ (2) 10d � EACH O BLOCK 2 SCUD SAYS lU/ 2x O FOOTING FAID CAN 16d NAILS • BAY SE PLACE[) 5ELOW 3 2 FLOOR JOISt PER PLAN THE CONT INUOU5 2 O SIMPSON CxBC 5 OF , SHEETS O � NAIL SUB�LOOR t0 O EXTERIOR SHEATHING, NAIL I PAIRS)O PER PLAN FOOTING, IF (o (INSTALLED IN PAI � BLOCKINCx lU/ ad a 6' cc PREFERRED O PROJECT NUMBER �j DOUBLE TOP PLAN 230202 g (uN.o) 1 O SCUD WALL OR BEAM PER � �� 3 O GABLE SND TRUSS PLAN rt0 O 1/1 2x4 BOTTOM CHORD 3 SOW ARO 6 OSB SHEATHING �,�P'��` S UNDERSIDE OF FLOOR e � F w iQ TRUSS BRACING 8' JOISTSMINIMUM 's 48 O.C. ALONG.' WALL BELOW. ATTACH t0 SDUJC EACH SCUD t0 DBL � ` TOP PLAN. SDIUC FLOOR � EACH tRUSS 378 6 0 � JOISt t0 DBL t0�' � � Ul/ l2) 16d N,41LS `' o�FSS�oNA�ENG��`" Dtt2Z At CANtILEVERED P�At�/B�AM, l4 SDUJG IUALL ANDS IU�IEN TOTAL) WHEN NOLDOUJN SPECIFIED (UN.O.) SPECIFIED r29 r25 .� r2lrl 7gCOPYRIGHT �R�� INC. DIGITALLY SIGNED MR CANTILEVERED 5HEAR 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 8 CONCREtE StEM IUALL PSR (1) OF PLAN O ATTACH 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/� tBCx t0 RIM: NOLDOUJN PER PLAN O BLOGKINCx BENIND O ad 6 6' O.C. 2X OR MFR FLOOR JOIST 0. 2 O #� REBaR FOR TOP � SHEATHING CUT FOR2 REINFORCEMENT FLASHING O RIMS t0 MUD SILL UJ/16d \ � O SIMPSON 655/044 ANCHOR � O.C. UN.O. # ANCHOR BOLT PER PLANO O SIMPSON SStBl6 OPTION O � FOR HDU2 APPLICATIONS ; •;`°�.: 5 � O SHEATHING TO STUD SEE SHEAR WALL �aa�a.: a � �' � O MUDSILL UJ/ ANCHOR BOLTS SCNEDULE.. � (0 PER PLAN �o O (3) SDS I/4"x3-I/2' SCREWS STAGGERED a 16' O.C, CD DOUBLE SCUD UJ/ 16d 6 16•• INTO STRUCTURAL 2x OR I-3/4' RIM a .. � a �_ .a ..i 3 � �;a. `���Qa � O.C. OR (2)5d a 8' O.C. tj S O CONCRETE FOUNDATION _� a . � ,: ONO RIM REQUIRED WHEN SLAB ON GRADE WON O O DECK JOISTS PER PLAN 1 EXAMPLE RESIDENCE #SEE SHEARUJALL CABLE � 3/4' 74 Cx FLOORING 42 3g FOR ADDITIONAL NAILING r34 3 0 D3 EXTEND 5HEATHING TO TIRU55 BOTTOM CHORD D3 DEC< LEDGER CONNECTION D3 HE)U2 4 HE)U5 CONNECTION D3 43 39 35 31.......... SIMi'SON DTt2Z DECK � O SHEATH UNDER OVERFRAMING 4 � � HANGERS lU/ 1/2' NDG ALL O ROOF TRUSSES PER PLAN THREADED RODS (p O 2x4 RA6 24' oc � OZ FLOOR JOIST PER PLAN. �. � SUPPORTED AT 6' cc MAX W12x O BLOCKINCx IUB STIFFENERS REQUIRED 2x4s ON tRUSS GHORD. � O loci 6' O.C. FOR 2x BLOCKINCs � �3 FOR MFR SLR JST APPLICATION I 2 cc SUPPORTED A7 8' RAFTERS s ,oc MAX W170 70P PLATE. O DECK JOISTS PER PLAN 3 I 2x6's ON tRUSS CHORD. _ O ROOF SHEATHING PER PLAN C2) 2x6 VALLEY BOARDS UN.O. O � WALL SHEATHING PER PLAN PARALLEL FLOOR JOISt O FLOOR SI��At�IINCx NAILING \ O NAILE1 (3)D 16d NAILS. Ti�USS 3 Oad 6' O.C. FOR SHEATHED WALL PANEL PARALLEL JOIST: 6 cc.. PERPENDICULAR JOIST:3'oc � / O 2x6 RIDGE 50,4RD U.N.O. 2 TOE NAILS ON ONE SIDS 4 1 TOE NAIL ON OPPOSITE SIDS �j O DOUBLE BLOCKINCx/ REQUIRED FOR ROOF SHEATHING PER PLAN OF EACH RAFTER OR TRUSS PERPENDICULAR O VENTILATION ACCESS PEP, SHEATH SOFFIT WITH OSB INSTALLATION lU/ 1/4'x2 -I/2' � � BUILDER. 22-I/2"x48" MAX SDS SCREWS DIMENSION. O 70E NAIL BLOCKING 70 0 M A AIN m O PLACE U1/ (2) 16d NAILS EXTEND BACK 2 JOISt BAYS PERPENDICULAR FLOOR JOIST NOS REQUIRE) FOR DECK5 UNDER 3011 A50VE GRADE EXAMPLE RESIDENCE 43 39 35 r3l D3 HEEL TRUSS WITH SOFFIT D3 LATERAL DECK CONNECTION D3 OVEIRFIRAMING D3) 44 40 36 32 MINIMUM OF (4) Dtt1Z OR1O SIMPSON DtTIZ DECK1� 3/4" T4G PLYWOOD (2) Dtt2Z PER DECK 7EN6ION TIS SUBFLOOR PER IRC E�012.4 O (6) *9 x I-1/2' SIMPSON SD O SHEAR WALL NAILING PER SCREIUS (SHOWN) OR PLAN (8) 0.14511 x 1-I/2' NAILS O O FLUSH DOUBLE 2x JOIST O DECK JOISTS PER PLAN ., O OR MFR DOUBLE JOIST O3/8' SIMPSON HDCx LAG WITH IUEB STIFFENERS OR SCREW WITH NDG WASHEROO BEAM PER PLAN O FLOOR JOIST OR SDUJN TIMBER -HEX O PER PLAN NMI 1 SCREWC SCR�(SHOWN) INTO O STUD/POST PER SHEAR O O O 70P PLAT, STUDS, OR HEADER FLOOR JOIST PER PLAN O . WALL SCHEDULE O M67C4853 (WHEN SPECIFIED ON PLAN) 2 O FLASHING 5Y OTHERS - 3 4O ? (2)C514 OPTION SHOWN FOR REFERENCE l3(0' MIN LENGTH, WRAP 3 �� MIN. THREAD� ONLY AROUND BEAM) PENETRATION JOISt HANGER AND LEDGER ATTACHMENT (� � SIS' MIN TO STUD WALL O (C6I4 OPTION PER PLAN O NAIL SHEATHING TO BEAM. OPTION OF (1)DTT2Z IN DO NOT BREAK LIEU OF (2) DTT1Z SHEATHING NOT REQUIRE[) FOR DECK5 UNDER 3011 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 (:D SHEAR WALL PER PLAN O 2x4 PRESSURE BLOCK 2 UJ/ (2) lmd 70E NAILED 1 • EACH END O 2x BOttOM PLATE PER SNEARUJALL SCWEDULE lU/ 16d 6 4' O.C. 3 O TRUSS PER PLAN 4 (4)-3/4" T4G FLOORING O tRU55/R4FTER PSR O O SHEATHINGPSR SHEAR WALL SCHEDULE • . „ J PLAN *HI EACH TRUSS (U.N.O.) 01 O 1/16" NAILED O 1/16' OSB U1/ad 611O.C. � PANEL EDGES 12'O.G. OSB UJ/ �C �C � O2 10d NAILS At 6' O.C. VERTICAL SUPPORTS x� � a FIELD O U18 U1/ " SCREWS. ONANCa�R PER TRUSS � S lU/ l5) ad NAI TO S INTO L P � MFR AND BOttOM CHORD.--- 02x65LOCKING W/ (BOtN SIDS OF TRUSS) 16da6"O.C, t0 COP 2 O NI CLIP AT EACH TRUSS \ _ _ PLAT (PE3EAM/RIM JOIST PER O 1' CHAP BETWEEN ROOF c� 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 CANTILEVERELD TRUSS LATERAL BRACING D3 JACK TRUSS 5HEAR TRANFER D3 00 Z 0 W w L q'C') U N L O y' - N fii •L . � N � N •O � O cLU W Q L U O L- C-) C C U 0;�� a ; 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 mftill" 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 ;