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VS 24 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 240040 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT BASEMENT ID 0] ID DID m m 3/4' T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd Q 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) NON-STRUCTURAL SLAB ON -GRADE BELOW NO REINFORCEMENT REQUIRED BY TH15 ENGINEERING. REINFORCEMENT RECOMMENDED TO REDUCE CRACKING SUCH AS #3 REBAR AT 12"ON CENTER AND CONTROL JOINTS. SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE SS 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 366 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 14 16 D2 D2 STNDI4 0 DIMEN51ON5 PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION 451_0II I 23'44" 21'-0-,L)' I 3 — — — — — — — — — — — — — 4x10 DF"2 (M3) HDU5 LATERAL RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT I (SEISMIC DESIGN 1 CATEGORY D R502.1) I @ 16'x&' INTERIOR 13 I STRIP FOOTING a W/ (2) #4 REBAR REQUIRED. (TYP) 4x8 DF#2 (M4) I ` 1 ' I 14-0211 _ -------- —Y 6@ T-10° 3' - L---- ---------- 01 X ' HU -------------- 1 m ---- 4x8 DF"2 4x8 DF#2 1 (M4) "' (M4) — — — — — I I I L-- J_______ - z' 2'-8" 6'-1111 HDU5 r , 1 � I I j I 9 STRIP FOOTING I I I D1 ADDED BY ��', , ENGINEER C(>q I Ff,_337 I I c: HDU I CONCRETE PATIO AGGREGATE I BASE AND REBAR BY OTHER524 1 Q��ti I I I I ze i I 5TND 14 W/ 8" STEM AT PORTAL FRAME ----------------- 5TND 14RJ 5TND 14RJ 1 8 27 1 -1N D1 D2 r NO PONY WALL ABOVE I 1 I I I I i I I �yl I I I 13 I D1 I I I i I I I 5THD 14 5TND 14 ■ . -------------------�-- I HDU5 4x10 DF"2 (M5) 2 1 -II 21 12 11_ I I I I I LATERAL RESTRAINT AT J015T END 4 EACH e I CO _I INTERMEDIATE SUPPORT �o� N (SEISMIC DESIGN I o 1 CATEGORY D R502.1) 2 -II- 1� II_ IL I • I 13'-II' ci 0 r— — — — — — — — — — — — — 1 HDU5 4x8 DF*2 I ' — — — — —(M4) — _ 4x8 DF"2 x8 DF"2 n (M4) (M4) O I ------ I• r--- 1o I I u- I 6' -112 40 = I to x — — — — — — — — J _ 16'x8' INTERIOR 3'-4Z1 -32 AN STRIP FOOTING HDuS — — — W/ (2) #4 REBAR -- o1s REQUIRED. (TYP) L--------- J 22 30 DU5 - D2 D3 m — — — — — — — — — — — — I II 5TND 14 J 5TND 14RJ 26 27 23 I 7 1 D1 1 10 L— — — — — — — — — — — — — — — — — — — — — — — J 1 1 1 5 5TND 14 ---------- i 5TND 14� 5TND 14 W/ S' STEM AT PORTAL FRAME 5 1'-1022'-2" 45'-0" �I 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING 1 W/ (2) #4 REBAR AT DOOR OPENINGS. I ( IBC 4062.4 - GARAGE FLOOR e SURFACES) 1 I 7 i I — — — 5THDI4 � 5THDI4 STHD14 STND14 W/ 8' STEM AT PORTAL FRAME 8'-3' WALL i --- 4 D1 j CONCRETE PATIO AGGREGATE j BASE AND REBAR BY OTHERS 2 I 24 J D0 Vib 2'-8' 5THD 14 IF NEEDED - USE DETAIL 2602 FOR STEM WALLS OVER 40" UNLESS NOTED OTHERWISE 26 27 D2 D2 STEP FOLLOWING GRADE 55 5/Sx24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP e 12 II cv V 1—E_-91 Y 11=11) N �IA IN FLOOFR FfRA�INGT/ FOUNDATION FLAN ENG;INEEFRING DO NOT 5C,4LE(1/4" =1' ) HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY" HDU5 - HF MEMBER 4340" N/A (14)-SDSYa'x 2�2' TO (2) STUDS SB 5/Sx24 UNO. HDU5 - DF MEMBER 5645" MIN HDUS - HF MEMBER 5820" N/A (20)-SDSYa x 212' TO (2) STUDS 5ST525 OR SB 1/8'x24 HDU8 - DF MEMBER 7870" MIN. UNO. HDUII - HF MEMBER 8030" N/A (30)-SDSYa'x22- TO 6x6 MIN. 55Ix30' U.N.O. HDUII - DF MEMBER W35" HDU14 - HF MEMBER S260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 55Ix30' URO. HDU14 - DF MEMBER 14445" 5THDI4/5THDI4R) - 35000 (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900" PER MFR N/A N/A MSTC6653 - 4490" PER MFR N/A N/A C514 - 245& (18) 8d EACH END N/A N/A HOLDOWN NOTES: (U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z-MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-61MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND POINT LOAD KEl MEMBER RX FACTORED DLIV 2.0 6.0 SNOW 3.0 STUD/COLUMN/ TRIMMER .y+"�' f /10t/61`9 EXAMPLESR SHEARWALL DESIGNATOR Sul Boa sw HOLDOWN/STRAP DESIGNATOR STNDI4 HDU5 (2)CS14e C814 DETAIL CALL -OUT 1 D1 50U,45H 5LOCKING O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) FOOTING PAD 5C14EDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 24 24'x24'xS' WK2) 04 EACH WAY ® I 5SK CAPACITY L — J POST PER PLAN r — — 30 30'x30°x10' WK4) 04 EACH WAY ® I SSK CAPACITY L — — J POST PER PLAN 36 F- _ _ —1 3ro'x3Co'x12" I I WK4) 04 EACH WAY ® 12K CAPACITY L — — POST PER PLAN 42 r — — — 42'x42'xl2' I I WK5) 04 EACH WAY ID I IroBK CAPACITY POST PER PLAN L---J 40 48'x48'x12' WKro) 04 EACH WAY ® I 21K CAPACITY POST PER PLAN L---J Digitally signed by John Hodge Date: 2024.02.18 11:44:14 -08'00' o a m m� LJJ � iu w m o a n d � y w a � p m c'6 J E�c0�co�`�� ci an d /��� d@ w o c cc M N N O V C 0 �/@° Q L a 0) CID O O. N O N (° W.3 , N U U C -O f Zo r U1 N 3 2 2. R�@ N- C O C p y J] C E C y2 C LA S] -O p a E �, p t �n Z y U (6 Q mJ C U U C NmO�@NE= amNI `C U N TU) wao _NNOy QLu � W y l� 00 C� 0�0 W � ftftWqq Lu� J J W Q v W Q � BUILDING CODE 201015C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF rDA7TE�77,q REVIEW. ZACK C. ANALYST JOE G. SHEET S1 1 OF 7 SHEETS PROJECT NUMBER k..24�0040� COPYRIGHT ©2024 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER WAC V-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY T�E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 240040 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT BASEMENT mm Ellmm m m SITE CRITERIA 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 CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.465g 1.2869 366 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES EXTEND HEADER PORTAL FRAME PER L VAIL 5H] AMINCx MEMBERS USINCx Sd W/ 3' GRID PATTERN. INSTALL 5IMP5ON L5TA STRAP 9 BACKSIDE ROWS 16d SINKER 9 3110.G. WHEN RAISED HEEL TRUSS fROOf= f=fRAt"IING GfRAVIT�L041D ENGINEEfRING_ DO NOT 5CALE(1/4 11 = I') TYPICAL AT ALL GABLE ENDS ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER JII56592, DATED 2.524. CHANGING TRU55E5 INVALIDATES THIS ENGINEERING 21 TRUSS FASTENER SCHEDULE: D2) A35 9 32' cc OR 5DWC 6 g 16' OC. (TYPICAL AT ALL GABLE ENDS) HI - TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS l UN.OJ (2)P2.5s - TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS IUN.OJ PROVIDE ALL FINAL SHOP DRAWINGS i0 NODCsE ENGINEERING A5 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 DEAD 1'0 6.0 2.0 SNOW 3.0 STUD/COLUMN/ � �' TRIMMER ry+" Q�' EXAMPLESR tP SHEARlUALL DESIGNATOR � �°a HOLDOUJN/StR4P DES IGNATOR STNDI4 va (zx.6ws cs14 DETAIL CALL-OUT 1 Dl 00 V) Z 0 W w rll- L h� c a a) 0 wI ram+ Q :' N (10 t rr U N O 70 (a fii •L N a) 0 C'- O cLU CL :30 O O C M f6 a) N V O V C 0 0 N 0 N a) a a) f6 ~ N a) U L L U C Dui+, a) 2a)°>.�a) .� 0'� E c O a >, O OQ t N Z O U � N 70 N Qv 0 N c 0 N N� N Q U U >� N(a j, O NC N LO — a)� N 7 U Q 70 E 8 is 0ujo .� iz i -0 2 — U O �Mt/?C313- O • u V' BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN N. DATE 02,113.24 REVIEW ZACK C. ANALYST JOE G. SHEET v oLq mo2 z OF , SHEETS PROJECT NUMBER 240040 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 240040 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT BASEMENT BASEMENT CONCRETE WALL ENGINEERED AS FULL HEICsH? RESTRAINED BY JOISTS SITE CRITERIA 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 CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.465g 1.2869 366 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES F?AO W/ (2) L5TAI5 STRAPS L. EACH CORNER SB 5/044 ANCHOR BOLT REQUIRED AT ALL NDU5 NOLDOU7N LOCATIONS. TYP 311o.c. NAILING — CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS EXTEND HEADER OVER PORTAL FRAME PER DETAIL NAIL 5HEATHIn AMINCx MEMBE' W/ 3' GRID F NS?ALL 51M STRAP 9 E ROWS 16d 5INKER,@ 3110.C. LOWEfR f=LOO LATEfRAL ENC=:;lNEEfRlNG. SNEAtN ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE. HOLDOWN, SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY10 HDU5 - HF MEMBER 43400 N/A (14)-SD5 1/4'x 2,V2' TO (2) 5TUDS 55 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* MIN. HDUS - HF MEMBER 562V N/A (20)-5DS y'x 2J/2' TO (2) STUDS 55T528 OR 551/8'x24 HDU8 - DF MEMBER 16100 MIN. U.N.O. HDU11 - W MEMBER W300 N/A (30)-5D5 y'x2J/2l TO 6x6 MIN. 551x30' U.N.O. HDU11 - DF MEMBER 133350 HDUI4 - HF MEMBER 13260* N/A (3(o)-5D5 Y4'x 2J/2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 144450 5THD14/5THDI4RJ - 35000 (2) STUDS UJ/ (30)16d N/A N/A M5TC4853 - 313000 PER MFR N/A N/A MSTC6653 - 449V PER MFR N/A N/A C514 - 24130# (16) 8d EACH END N/A N/A HOLDOUJN NOTES: (1) 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 NOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU56TITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) 6THD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) W/ 8' STEM A7 PORTAL FRAME W1 a' 5TEM AT PORTAL FRAME I�"�IIV F�OO �HT��� fR�I�1INING 5HEAR WALL NAILING SCHEDULE PKi 72--1/21 x 0.131' NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SHEAR WALL ARA RATED SPACE 0 BLOCKING -9 PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) EDGES (HF x 0.93) SU11 1/16' O55 ONE SIDE Sd Is 6' O.C.2x STUD 166 d a ' O.C. (2)16d Is 16 O.C. 5/8' 48' O.C. 1 /2 ,s 36 O.C. 2601365 5U12 1/16' 055 ONE 51DE 8d a 4' O.C. 3x STUD (2) 2x STUD 16d 6 4' O.C. (2)�16d IT 16 O.C. 5/8' tv 40' O.C. 1/2 tv 28 O.C. 380 / 532 or SU13 1/16' 065 ONE 51DE 8d s 3' O.C.(2) 2x STUD 16d -9 4' O.C. (2)�16d .9 16 O.C. 5/8' 6 24' O.C. 1/2 ,s 11O.C. 4W / 685 AW45ONE 1/16' 055 SIDE Sd 6 2' O.C. (2) 2x STUD 16d 6 4' O.C. LTP4 -9 16' O.C. 5/8' ,s 21' O.C. 1/2 f 15 O.C. 640 / 813E 5U 1/16' 055 50TH 51DE5 Sd 6 3' O.C. (2) 2x STUD 16d -9 4' O.C. LTP4 -9 16' O.C. 5/8' 6 12' O.C. 1 /2 ,s 8 O.C. 1380 / 1310 SHEATH ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE. 5HEAR WALL NOTE5: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON 50TW SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO BE 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) D5L 5TUD6 MAY BE USED IN LIEU OF 3X MATERIAL (13) 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 I' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) A5 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)1%2' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Yio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 SHEARUJALL REQUIRES 4-1/2' PLATE WASHER (15) SHEARUJALL 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 ROOD 5HEATHING 5CHELDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL c,.,p,qN R,gtlNCx (UP t0) THICKNESS 40 PSF 1/16' 24/16 LONG DIMENSIONS PERPENDICULAI? TO ROOF JOIST U11tH EDGE SUPPORT. R5032.LIlU LEGEND POINT LOAD IGEY MEMBER RX EAD FACTORED �L �'� 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN/ _Al TRIMMER ry+0 Q " X(jo DESICxNATOR ��� bIt EXAMPLES SHEARUJALL DESIGNATOR *1 7 wI v �Swl 0 HOLDOUJN/SCRAP DESIGNATOR 57NDI4 WDu5 (zzsws c614 DETAIL CALL-OUt 1 R 00 Z 0 W w rii- L C fii •L N a) 0 O cLU �o w c� of L L c C U o o�� ��Y� f6 a) N V O) � O V 0 0 f6 H a)a) U i L(0 C Dui+, a, -as a) .0 0'-a � O � a >, O OQ t N O U N '��N-0 N v 0 N� c a) Q � N N N Q U U •� U N >% O c m o a) a cn N -0 U a -0 E 8 is 0 a� ao $�-8 c'q c �_ a� •� Sao $ � �chcnc�a u BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOIN N. DATE 02,113.24 REVIEW ZACK C. ANALYST JOE G. SHEET S3 3 OF , SHEETS PROJECT NUMBER 240040 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION EXTENT OF HEADER WATER HEATER D .0 DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"xlli" NET � � FOR A PANEL SPLICE (IF SHEATHING R ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE 5RACED PANEL) ,� - ,� � , � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/6 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 1= STEN S�IE �4T�1 ING TO �IE,�DE lz 2 4" OF MID - NE IGHT ONE ROW 01= STRAPS LOCATED 1/3 ,�UJ,�ir � ° o ° 2 � MIN GAP. EDGE CLIPS z oI d 1° TYP. SHEATHING TO FRAMING � RECOMMENDED FOR 24/1� FROM TANK CAP ,AND S,�SE. 3 ° d ° UJ/ ad COMMON OR GALVANIZED � I I NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX N4IL5 IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC z of 9 2 0 0 to II 5LOCKING IS USED, THE 2x4S •: MAXIMUM SPAN 2� INCHES 5 AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ANCHOR INTO O 01 0 0 1° MUST 5E NAILED TOGETHER WITH pC 2X STUD 4 PLACES °� 00 ° ° ° ° ° • o 0 0 0 ° o ° ° FRAMING (STUDS, 5LOCKING, � ad NAILS 6 (o" O.C. AT (3) l(od SINKERS. 2 II r °° °° °°° °°°°° °°° ,�NDSILLS)T'rP. 010000 ooc 00000 0"10 51RD5LOCKING 2 DRYWALL PER PLAN ° ° ° ° ° ° ° ° � � 2 (2) CONTINUOUS 04 RE5AR AT oIo 0 0 0 0 0 0 0 o 0 0 0 0 0 0 oIo SHEATHING SRE,�K ,4 OP A O HEADER FOOTING. •• 010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 oIo • �01 2X STUD WALL 00 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 o UJ/ TWO ROWS OF 1�D SINKER :. ••, EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� W 3 3 I I NAILS 3 O.C. T'rP. TO TOP OF DOUBLE TOP 3 �, o0 009-0-0 00 12 O.C. �o VENT FLUTE 010 ° ° (BACKSIDE) (BACKSIDE) � (BACKSIDE) ° ° � � 0 10 � L5TA18 STRAP (5ACK51DE). USE II � PLATE a j s STEM UJ,�LL 010 o ° o 0 010 3 LONGER SERIES To EXTEND To 2 010 °1° I °1° ° ° ° ° ° ° 010 REQUIRED SIMPSON H1 EACH TRUSS ® ANCHOR 5, 5E TO WALL � ° ° ° ° � � � ° ° ° ° ° ° ° o ° ° TOP OF PON�r WALL, IF PRESENT. . I I I I I � OR RAFTER 010 0l0 1 °lo oIo DESIGN VALUES INTERPOLATED • \ • PERPENDICULAR TOP o FROM APA TT-100H TA5LE 1 - z _ .. .. .. .0 . .. PL,TE INTERSECTION UN.O. • goo • 0 x :: :: :: :: :: FOR NARROW PORTAL WIDTHS (2) H2.5A FOR MULTI PLY .. .. .. .. .. PLAN VIEW :: :: :: :: :: • . • . • . • • • • • • � MIN. (2) 2x� (,ALL DM) OR (2nx� . .. .. .. .. .. 3 MFR TRUSSES 6 24" O.C. W1 70 .. .. S .. S .. 3 S .. �QC 2 II • • PLAN ROOF SHEATHING NG = � � � � 1/1 055 SHEATHING MIN. ~' .. .. .. NAIL W1 ad 6 6O.C. FOR `� ���N�° ��0 • i • i i • i • i • • • • II i 4% .. .. .. .. .. 5THD 14 (UN.O ON PLAN)0 a) ' • ' • PANEL EDGES ,AND 12 O.C. � � � O N Y X • o 0 0 0 0 0 0 • !•� • • o 0 0 0 0 0 0 0 • IN FIELD Q'— N 0) C L O O 2 . '� o 0 0 0 0 0 0 0 0 12 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 0,c�� s' STEM WALL HEADER EXTENDED OVER °' ` ° C i6 O O N U i i U C Z. _ - - o REQUIRED SHE,�RUJ,4LL • . ' • SHEATH ,ALL GA5LE ENDS � _ = o � � Q � 9 a 9 4 f e f Boa) �O � a • , ... ... x � 'gin c >, a c� O ° N � c v. A' d. p. o. o p. o. o 5HEARWALL L a z > c c N m O 0 a ,v v, o O v, o O O t U N L N d v o e o e e 1 II •' U51NG 5W1 5H A WA � N( C' E C -- a - o/S ,�NCHOR5OLT UJ/IEMBED L� o ' v - - SECTION f•-t — f�-t II 1 II • I I p U U 0 N N, SCHEDULE Q o v' av 4d• ay. v 4• �� vo o. oo oo , UJ/ MIN 3 x3 x229 PLATE WASHER _ _ . L 0 cc 0 C N ri 0 IBC FIGURIE 2308.652 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 Sd � CONCRETE if c) = 2500 pal / 1�d 2x SOLE PLATE TO RIM o � REBAR (fy) _ ,00 ksi W11(od PER 5HEARWALL W CUT TOP PLATE OR DROP \ PASSIVE SOIL = 300 pcf (EQUIVALENT FLUID) \ SCHEDULE j3: 12 ACTIVE SOIL = 35 cf (EQUIVALENT FLUID) o goo p � SEAM DO NOT CUT SEAM _ _ / S II $ .. $ AT REST solL 55 pcf e 9 Sd �o O.C. 50TTOM PLATE _ N j &IMP&ON TRAFFIC SURCHARGE _ �0 pcf (RECTANGULAR DISTRIBUTION) I 2 II 2 \ ® ROOF FRAMER PER Root= To 3/� FLOOR SHEATHING 2 DOU5LE TOP PLATE / COEFFICIENT OF FRICTION = 035 a mFWANZ _ FRAMING DETAIL AN F 00 TO IM SOIL BEARINCx - 1500 psf ® D FLOOR R " SIMPSON 5T22 OR 22C514 m m m - SPLICE LD*TW = 30�04) 2 �o u � 3 FLOOR JOIST WI(15)1001 OR DROP SEAM W1 m SEISMIC 5Uf;rWARGE = NONE ® ROOF SHEATHING PER � - � 2 ROOF SHEATHING 2 RIM To TOP PLATE WITH .. CONTINUOUS TOP PLATE., � � STRAP MAY 5E PLACED ON RESTRAINED RETAINING WALL SCHEDULE 0 SCHEDULE 1(od AT S" O.C. (U N.O.) • SIDE OF TOP PLATE // ®® VERT HOR II 2 • • e ®®®® � � / WALL WALL RE5AR RE5AR FTG FUJANZ / 1/1� 0.5.5. SHEATHING TOENAIL J015T TO TOP • a - HEIGHT WIDTH # # STEEL SPACE - � PLATE EACH SIDE • ((o) l(od NAILS 4 W12x HF #2 STUDS AT on 2 • I II r r II - 1(0" O.C. (UN.0) &3d NAILS Sd SHEATHING TO STUD � UP TO 10 S VOL. 10 O.C. (2�� 1� O.C. r / o � (2) 1�d NAILS � 1�" O.C. 3/S MINIMUM EDGE PER 5HEARWALL 3 / o 2 D 15TANCE SCHEDULE SEAM PER PLAN ((o) 10o1 'a 1(o' O.C. EACH J015T OR BLOCKING - DSL 2X TOP PLATE 4 TOP PLATE To STUD W/(2) II 2X CRIPPLES 4 STRUCTURAL 1-1/4 RIM \ 4 1(od 6 1(0' O.C. till 2 (2) 10o1 TOE NAILED J5T TO SILL � � S . S PLYWOOD FILLER �u� �u� ill ° • • S 2 x STUD � (AS REQUIRED) ��►� ��►� 3/4' T 4G 5U5 FLOOR • �2 WHEN JOISTS ARE PARALLEL � • HEADER PER PLAN MULTIPLE STUDS FOR 9 , � � 11 • o >� o TO WALL PROVIDE FULL 9 e o o � - � ° POINT LOAD FROM ABOVE _ DEPTH BLOCKING 2�- cc - / � FLOOR JOIST PER PLAN (2) l(od NAILS 2 PLACES AS SHOWN - ° SQUASH 5LOCK6 DOU5LE 2X TRIMMER STUDS FLOOR TO FLOOR REQUIRED UNDER ALL VERT RESAR - � � POINT ,4 MIN. FOR > (o' OPENING UNO. SIM SON FWAN WITH - � CONNECTION PER PO LOADS n P o S � FROM FACE STRUCTURAL RIM OF 2X 5 � � SEPARATE FLOOR TO RIM BOARD TO FLOOR R RAL R , L L, i j2 NO STRAP REQUIRED IF OR LVL. FUJANZ NOT REQUIRED � FLOOR CONNECTION JOIST WITH (2) lid CONTINUOUS TO AT / P FLAT E WITH SNUG DROPPED JOISTS. \ DETAIL � � 2 S CONTINUOUS H I HT co uou5 uLL E G W 5EAM AND HEADER EN5UPPORT D1 � �' � 5/5' ANCHOR 5OLT PER SHEAR - ./ S � 00 T O � 00 CONN CT I ON D1 'L WALL SCHEDULE. � - o VERTICAL 055. 5REAK L L - 0 5ETWEEN TOP PLATES MINIMUM 24' O.C. UN.O. W o W AND EXTEND DOWN OVER D2x STUD WALL PER PLAN � '-- o � 5ACKFILL W1 18II MINIMUM . MUDSILL FREE DRAINING SOILS II STEM - 2 CONCRETE 5LA5 PER PLANLn FOOTING a � - / 3 G S 5LOCK ALL PANEL � MAXIMUM 1/2 HEIGHT UNTIL Z II v. • �• •. .. EDGES NOT LANDING ON 3)VAPOR 5ARRIER X � FLOOR JOISTS INSTALLED 12 .qa . 2x MEMBER PER PLAN W FOOTING N � � � DRAIN FILL UJ/1=1LTER ��SRIC .. � � 07: 1 0o G CORNER o i � �� a �u A TOP/50TTOM PLATE To j 2x PT uJ/ ANCHOR SoLTS J � � � WATER PROOF OR DAMP • • \ 10 PROOF AS REQUIRED °• STUDS W1 (2) l(od THRU 2 PER 5HEARWALL SCHEDULE �I • � , ., � 1 1 � � NAILS TYP. (3) 1�d THRU W � \ r " FOOTING CORNER 1=ooT ING T 2 STEMUJALL CORNER o • ' � #� HORIZONTAL3 - � FROM J • a a A NAIL T 4 Z .e L OR 5UJ3, SUJ SUJS1 S RE IN1=0RCED SL,�S OR BULL :. SHEAR WALLS a • a TOP 01= STEM ,AND 12 O.C. HEIGHT FRONT FILL E R LL II J 2 STEM SHOWN �. a ® 3 30 M IN IM I UM LAP SPLICE � ,�. ,\��\��\��\\�\��\��\��\ . ��\��\��\��,� V 2xPTMUD5ILLUJITH �_ �/////// ,. //// II 0 4- INCH DRAIN PVC PIPE W1 j j _//////// a ////� #4 VERTICAL DOWELS 6 3� ANCHOR 5OLT5 PER t %�i�/ice/ice/ice/ice/ice I �' . OPENINGS AT 50TTOM O +- %������������/ �, ��/ ����� O.C. IF COLD JOINT. 1 \ -\� . EXTEND TO 3 OF THE VERTICAL RE5AR NOT � SHEAR UJALL TABLE � j. .\�� d I I / i , II pft SHOWN FOR CLARITY 9 / (MIN OF 2 PER PLATE 4 X S � \� \� \� N FILTER FABRIC - NONWOVEN � i i� � � /�i��/\�/��,� FOOTING 5A6E. EXTEND (� PERSPECTIVE OVERVIEW GEO TEXTILE ENVELOPE 10' � WITHIN 12 OF ,4N'r ,y/ „ \�/ � II �� . ' •'«__ • � \. 1�1 MIN, INTO STEMUJALL � AROUND DRAIN PIPE ROUTE CORNER) MIN FROM i a • A -- ��/�� /�,� TYP (U N.0) . DRAINAGE ,4N a �'. � EDGE �• _ _ `° PER DR E PLAN .d 1 i-1 11= 11=1 11=1 11=1 11=1 11=1 I I; ,I 11-1 I # . ° lilt • • d a . . / (2) � CENTERED IN \ SL A5 ON GRADE WHERE =III=1 III=1 I I=1 I I=III-1 I I-1 2 �2 S FOOTING . 11 VERTICAL RE5AR HOOKED a a SPECIFIED PER PLAN 9 II / d / 12 INTO FOOTING ALTERNATING a• ° � BUILDING 11 . v FOOTING AND ROOF � � .. S CODE 2018 15C STEM WALL CORNER STEM WALL "T' EXTEND TO 3 OF FOOTING ° ' . DROP JOISTS WHERE DRAINS IF REQUIRED FACE. ADD 04 RE5AR 69 d j � MIN. FOUNDATION ON DIMENSION ' O.C. IN FOOTING ° • a . ° .. SPECIFIED PER PLAN NUM��1z O� �L001z5 WIDTH WIDTH 24 SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF STEM 9 NATIVE UND 15TUR5ED 501 L EXP. 5 91 MPH 2 GARAGE FLOOR (IF PRESENT) 4 1 FLOOR 12" (O" (Oil OR STRUCTURAL FILL PER SEISMIC DESIGN ° 2 / / 1 (/ II II GEOTECH a 2 FLOOR 1�� ��� CATEGORY D 13 RIGID FOAM (IF a ° / / 3 FL OOR 18 S S FROST DEPTH 5Y REQUIRED FOR �� d •°. � ROOF SNOW THERMAL BREAK) ` _ .00000 / JURISDICTION LOAD rl2 I5c 180�2.2 8ISc T,�SLE is09.� 3 0 25 P5F CONCRETE CORNEIR5 D1 J015T AND 5LA5 REFRAINED 5A&EMENT WALL D1 5HEAR WALL NAILING 4 51JILDING 5ECTION D1 FOUNDATION WITH 5LA5 D1 D 2x STUDS 6 1(oO.C. (:D 2x STUD WALL PER PLAN ENG. P.E. JOHN H. DRIVEWAY APPROACH PER 2 3/4 T 4G 5U5FLOOR (UN.O.) DATE ARCHITECTURAL SHEETS 2 3/4 T4G 5U5FLOOR (U.N.o.) • 02.9.2 � 2x o 1(or cc . � 2 FLOOR JOISTS PER PLAN REVIEW FLOOR JOISTS PER PLAN • 2 GARAGE sL A8 PER PLAN ZACK C. (4) FLOOGIRDER PER PLAN 2 GAP PER DESIGN ANALYST -(to FLOOR GIRDER PER PLAN 50 FULL DEPTH 5LOCKING JOE G. 2 3 CONTINUOUS RE5AR REQUIRED AT ALL 5EARING 3 PRESSURE TREATED FULL DEPTH 5LOCKING (RECOMMENDED FOR SHEET 2 o PERSPECTIVE 15C 2308.�.� MUD5ILL W1 5/S ANCHOR REQUIRED AT ALL SEARING e o CRACK CONTROL) .a . 5OLT SPACING PER PLAN. E 15C 2308.4. 2x PT W1 ANCHOR BOLTS 3 ,� ,� / ,� / / / " PER SHEARWALL SCHEDULE � 2COMPACTED 5 ND GR VEL.. \i /\i\i\i\i\i # 1 # : v 2x PT HF UJ/ ANCHOR 50LT5 4 HORIZONTAL 3 - FROM 4 RE5AR FROM TOP. a D///////� # 4HORIZONTAL RE5AR ; ..� PER SHEARWALL SCHEDULE _ ��\�;\\�/�\�/\\�/\\�/\\�/\\�/\ I �; z �o TOP OF STEM AND 12" O.C. CONTINUOUS 5UILDING „ ll� �lJ \�\1 d - - 0 SPACED � 12 cc d a ,. # II # ' ' �, `� �/�/�/�/� 1 S 24 STEM SHOWN 4OF7 SHEETS P ED FOOTING PER FOOTING / \%/ .. .. v z � �- RESAR � FROM TOP. �- ' . .. ... o . ,\\/ -\ \ � .. .. .. • ' � - • • �. � ' DETAIL % ��• # a a a HORIZONTAL RE5AR ,/ 1 4 VERTICAL DOWELS 3� II 5 ,� ON GRADE AN e S PROJECT NUMBER L 5 R DE PER PLAN II v z SPACED 12 cc ����/ ' O.C. IF COLD JOINT. EXTEND a a o d a o. HOLDOWN PER PLAN 240040 S2 •��/ 1�-- TO 3" OF THE FOOTING d (2) 4 RE5AR BOTTOM OF ; d VERTICAL :14 RE5AR 's 24' 3 S - - 5A5E. EXTEND 14" MIN. `A a FOOTING - 3" COVER O.C. EXTEND TO 3" o II -III- II -III -III -III -III -I III -,III_ II =I i �i I I_I I �I I �I I I- I INTO STEMWALL (UN.0) qz-•. a D . Q •o D.� -I �qR ZZ • ° CLEARANCE FROM 501 L AT 10 FOR 2 x4 WA d 9 /�\ \ \ \ \ FR05T DEPTH Sir w 24 STEM R WALL # II �� \ \ \ \ \ 9 2 VERTICAL 4 RESAR 24 50TTOM OF FOOTING. , / / / / II // // // // :~ :J JURISDICTION P WALL" 12 FOR 2x� WALL O.C. EXTEND TO 3" EXTEND 14" MIN INTO STEM 12 \�\ \ \ \ o z MIN. FOUNDATION ION IM NSION # CLEARANCE FROM 501L AT WALL. TYP (UN.o.) D D E (2) � CENTERED IN FOOTING - 50TTOM OF FOOTING. II i\\ \\ NUM5ER OF FL OOR5 WIDTH TH I CKNE 55 WIDTH II 22 # SECTION i / 5U O T �' FOOTING OF FOOTING OF FOOTING OF 5T M FOOTING AND ROOF 37886 EXTEND 14MIN INTO STEM °� MIN. (2) 4 50TTOM OF PP R ED G G G E p 1 II II DRAINS IF REQUIRED �'o STr - DR RE RED � 1 FLOOR 12 " III�S FOOTING 22 " WALL. T'rP (UN.O.) FTG. 3' MINIMUM COVER :. : �. � S� � 5 2 FLOOR 1S (o (o NATIVE UND I5TUR5ED SOIL oNA� (D (D (D 10 . � II II II � 2 0 GAP PER DE51GN 3 FLOOR 18 S S OR STRUCTURAL FILL PER n rT GEOTECH COPYRIGHT ©2024 13 7 15C TABLE 1s09.1 4 �-IODGE ENGINEERING, INC. T�IIS DOCUMENT BIAS BEEN DIGITALLY SIG: ED PER FOUNDATION FOOTING AT PARTS' WALL D1 FOUNDATION FOOTING AT PARTY WALL WITH CRAWL D1 CONTINUOU5 5TRIFFOOTING AT GARAGE ENTRY D1 FOUNDATION WITH FLOOR J O 15T5 D1 wAc WICA E M wlt�I A GLOBAL SIGN CERTIFICATE. ON CERTIFICATE MAY BE REMOVED BY tNE JURISDICTION 26 J � UNR�STRAIN�D RETAINING WALL SCHEDULE 122 1g �� \\ O MFR CxABL� END TRUSS 114 n � � / N lU t v�RTICAL B K D O FLOOR JOISt PER PLAN _ O DOUBLE 70P PLATE (UN.O. ON PLAN) n r-nr.itir.0 ins ic, �.corir-ni U FACE OF FOOTING SItE PLAN, StRUCTUR� LOCAtION, C��Ot�CNNIGAL R�PORt AND SItE lUOi�IG ARE THE RESPONSIBILItI' OF THE BUILDER 2 70P OF SLOPS AND CIVIL/Cx�Ot�CNNICAL ENC�IN�ER. O Z O �' s' 9' •a � 12' oc am' 3' a' 6'I'-s' s' 12' �5 a Ire' oc 4�'-9' 7' 4�' s'I'-Ire s' 12' S G 9' oc 6'-3' 14' 1-3/4' 4 $' WALL VERTICAL At 1-3/�' FROM FACE 2 DIAPHRAGM OPENING v U N � 3 S�IEAt�IINCx OII�R GABLE O N/3 BUt NEED NOT > � PER PLAN �R,gM�u� UNLESS A Cx�Ot�CNNIC,4L REPORT IS PROVIDED t0 CONCRETE lf'c� = 25mm psi O HORIZONTAL R�BAR � � NODGE ENGINEERING t+�E BEARING SOILS ARE ,4SSUMED EXCEED gym' MAX � 0__ � REBAR lFy� = 60 Icst *�. �g,qR ,dt 1�D'oc O 16' OF BLOCKINCx lU/ 36' O � � '� 70 BE 1500 PSG OR 2000 PSF. WHEN PROVIDED FOLLOW I/4 x6 SDS SCR�IU A7 16 0 PASSIYEvOIL = 25� pcf C814 STRAP O.0 TOP PLATE TO TRUSS O t0� OF SLOPE � AGtIYE SOIL = 35 cf p SOIL BEaRIr� = 15 m psf 0 MBAR SPLICE 3�D' FOR "4 o D C O C� O C C POR . REBAR, 38' FOR $5 REBAR BOttOM CORD O N/2 BUT NEED NOT z � PER PLAN EXCEED 15' MAX WITH FOOTING REAR O Ca O � * � O TOENAIL TRUSS t0 TOP Q SN�ATNIN � D l8'-Im' WALL V�RtICALS O �' PEEL MBAR a 12 O.C. O OO O BEAM/DBL JOIST PER PLAN ON CENTER PLATE WITH (U ad At 16" j O DACE OF STRUCTURE � LL I-3/4' FROM SOIL FACE) BACICFILL WITH 12" MINIMUM FREE AROUND OPENING (TYPICAL 1 O O NCzAIm, LTP5, OR A3� At 2 (L j DRAINING SOILS. 12' OF DRAIN � PLACES) (UN.O. ON PLAN) � 32' O.C. ALTERNATIVE t0 6 0 SILL UJ/FILtER FABRIC NOTE � SDS SCR�IUS Z 2 )KEY (NOT REQUIRED IF SLAB � O BLOCKING FOR SCRAP NOtES � 5 LL O � �. PRESENT A7 F0071NCx) o -INSTALL SCREWS UPWARDlol�, m � �, a �, o OFOOtINCx 12' MIN BLOW GRADE. � � TNi�OUCsN tOfi� PLANS INTO �' _ � � � � N N o o y � BELOIU GRADE IS NOT CENTER OF BOttOM TRUSS REQUIRED I� SLAB PRESENt rJ' 3 � � W �N L ca .a � � � o le a0000 CHORD, �°� v mL�oN�m3o � FOOTING t0 BEAR ON O FOOTING REBAR *4 'a lf�' O.C. � -BRAG tRUSS�S PAR SCSI. � ~ ' ` ° �cc � 5 3 FIRM UNDISTURBED WITH 3' COVER In � � o = O �m� N � � � � E 8 CONSULT TRUSS MANUFACTURER � a � z = N = � = T � �' Q t Gl U Co � '� C C � NATIVE SOIL OR na KE1'IUAI' REBAR TO MATCH 2 FOR $RACINC�s �QUIREMENTS. a £ O � = m N � a E � ��3�C�C16` B ENGINEERED SILL VERTICAL REBAR SPACIN � m � o � Q - iBc 10012.2 26 22 18 isc FIG 100s1.1 14 UNIRE5TRAINED CONCRETE WALL - 40 PSG SURCHARGE - 201a IBC D2 L�4RC�� D1,4i�I�R�4C�i"I O��NINC� D2 GA5LE ENE) TO 6HEAR WALL ATTACHMENT D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2 is a � A y N DRAINAGE - EXTERIOR C�RApES ADJACENT t0 THE WALL5 O� THE HOUSE ,4RE t0 BE SLOPED j (2) 2x4 LAMINAtIONS lU/ CI)CDO 3x MEMBER At ADJOININCx � � � $ AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR � O (8) 16d NAILS STACzCxERED = � � _ 0 � �' ROUJ OF StEi�ED lmd At �ACN SID� OF TOP PANEL EDCxEB FOi? 51U2, 0 M n i� a BELOU1 THE FOOtINCx/SL�4B ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING �.', � COMMON WIRE NAILS a 12 cc `�� N//N L,4P PLATS SPLICE. � / � � SW3 AND SIU4 SI�EAR WALL WALL5 5URROUNDED B VER 3 � WA5HEDET IN GHT. DRAIN5 AIRE TO PEA -GRAVEL Ofi� GRANULAR AR FIL515T L WITH � ID PERFORATED oo' � NPVC PIPE � � N 2 (2) 2x6 LAMINATIONS lU/ l2) oR pL�r� S�'Li�F 2 l3) 16d NAILS StAC��R�D sEctiou Dui 3x stun SECTION lU/ (2nX SCUD SEC �10� �u�� SCUD O 6W2 S�IEAR WALL Sd NAIL: � A NONWOVEN OT X71 FILTER FA IC TU1 N T�-I IN,4C� MATERIAL AN THE n, � O ROW OF St ERED I(�d 2 � O ,4t EACH SIDS OF BOttOM 4EDGE - 12 FIELD E E E �� L �i� BR BE EE � DRAINAGE �i� L D E � o � COMMON WIRE NAILS 6 6'oc PLAN SPLICE. �. 5W3 SHEAR WALL ad NAIL: REMAINING WALL 5ACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE �., EACH SIDS � 3' EDGE - 12' FIELD THE FILTER FABRIC SUCH 7NA7 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE o � � ' 3 O (2) 16d NAILS 6 16' oc INTO � su14 s�IEAR u1�4LL sD NAIL: � BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE. I�� - Stubs � � 2 EDGE - 12 FIELD 2-1�2' O l3) 2x� LAMINATIONS W/ lll j 4 -r-I THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOTINGS o I' a� ROW OF 67ACGERED �30d� �. SIMPSON 36" C6I4 MAY BE Z � O 1/16' OSB SNEAt�IINCx � COMMON WIRE NAILS 16 0 O USED IN LIEU OF NAILING AS � AND THE DRAINS ARE TO BE CONSTRUCTED WITH 5UFFICIENT GRADIENT 70 ALLOW C�R4vIT�' EACH SIDS � � 1-I - INDICATED.(NOT SNOUJN FOR OO 2x M�MB�R FOR SHEAR � D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON t�4E O (3) 2x(o LAMINA710N5 W/ (2) CLARITY) 3 UJ,4LL5 MID PANEL (FIELD) LOWER PORTION OF THE PIPE. � ��� 2-1/2 ROWS OF STAGGERED 30d O 6NE,4R WALL PER PLAN � COMMON WIRE NAILS 8'oc RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE 5ACKFILLED WITH A MINIMUM 12-INCH o EACH SIDS O (2) 2X MAY 8E USED IN � CHICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT SUCH AS MIRA-DRAIN 6001 Ao I-I/2 PLACE OF 3X PER SHEAR OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE BULL HEIGHT OF THE WALL5liorlilloor NOTE: PLACE SPLICE WALL NOTES (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO I APPLIES WHEN NO OTHER SIUI SHEAR PANEL THE FOOTING DRAIN 5Y5TEM. 2 SPLICE IS INDICATED. SFOR COMPARISON UJ2, SUJ3, OR SlU4 ROOF AND SURFACE RUNOFF ARC N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM 3 SNEAR PANEL AND SHOULD BE HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM. ljj 27 pgQ w8 533 FICA BC 4 23 19 15 J CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE FOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 5W2, 5W3, 5W4 SHEAR WALL NAILING DZ Q � O WALL FRAMING I► �LI y � 28 �� 2 �O EXTEND STRAP ON PONY Ln � MANUFACTURED ROOF - ' 2 3/4 t�C� FLOOR. O �A�� t0 FLOOR ABOVE j I/2" MIN FROM CORNER m C� m • � D t WITH ENERGY N O O UJI7N AN MSTC�2. O � � RUSS lU E ERCx DEL � CENTER 5TR4P ON Q4A (IF PRESENT) 3 O ad 'S 4'0.C. JOIStS AS SNOIUN O O 2 SHEAR WALL NAILING PER � o °, O �I) �4 R�BAR MAY BE O PLAN (o O3 TJI PARALLEL OR 7J1 � O3 lU�4ERE �OOtINC� S�CtION o � � FOUNDATION R�BAR OR � J � BLOCKING SFC7'ION . � 'A' IS MORE t�IAN 8' , o o,o � POSt TENSION � J4A O 7/16' OSB OR SMART SIDE 3 �. PROVIDE 4' CSI6 EACH ° ° w PANEL BLOCKING lU/ Sd � Oad � 4' O.C. StACxCxER SIDE OF SPLICE W/8-16d ° o (4) ° �° � 3 24' MIN REBAR LENGTH 6' oc INTO DOUBLE TOP SIDES. NAIL tNROUCzI� COP � a .� COMMON NAILS o 0 0°, � PLATS 4 TOPCHORD BIRD OF FLANGE. DO NOT ° ° ° ° BLOCK (4)� TOE -NAIL �R,gpF a � . TOP PLATE SPLICE LINE � o 0 0 o O NOTE: NOLDOIUNS At �RSP�CTIV� INTERIOR PERSPECTIVE EXTERIOR TYPICAL LADDER BLOCKINCx � o 0 0 ° ° CORNER ARE SPACED i'Q (4) ROOF SN�ATNINCx PER PLAN SHOWN lU/ tJl 4 2x O(3) lbd NAILS ° . Q.aa: O l2) 2X PLACE o o I/2" FROM EDGE. lU1 ad 6 6 ' cc INTO BARD 2 - � a . � o � (60 O V� � � ��. BLOCK BLOCKING. . • 2 . - ' � O 2X4 FLAT a 16" O.C. d .. ° ..... .. � a Q O O O NOLDOUJN PER PLAN o 0 0 • -' � °. :. .� ° 2UlPONY WALL SHEATHING � � � O CLEAR SPAN 11' MAXIMUM. � v SIMPSON Nl CLIP. TYPICAL O �3) Sd NAILS �ACN AND 0 • � � � FOR TYPE i�J NOLDOIUN ° � � � � � � �°�� � �o SNE,4R NAILING TO MATCH •.. � � � � � ; �/ � 1 . � � — �D FOR NON RJ NOLDOIUNS X AT ALL TRUSS BOTTOM S `� a . a : a '� � UJA�� ABOVE � . ; , '" 2 BUILDING < p CHORD TO DOUBLE 70P O�LOOR JOIStS OR SOLID .� � .= � 3 fO PLA7� INt�RSEC710NS S � BLOCKINCz .� a� . Q � �. a � S 6' MAXIMUM PONY WALL �'- • � �. O O COMPRESSION BLOCKING CODE 2018 IBC O A35 is 16' O.C. OPTION O HDU NOLDOl1JN WIND SOFFIT MATERIAL � °.� `. �a, (WHEN SPECIFIED) O (2) ad NAILS 6 8' O.G. OR (02 l IF PRESENT) o , ° � �� � � a � � ��sr � SCUD PUCK OR POSt PER � 16d � 16' O.C. EXP. B 91 MPH SEISMIC DESIGN II ':SkI Strang -Tie . $ . PLAN BUILDER t0 DETERMINE CATEGORY D 6 TALL STEP TO RETAIN 5THD STi-�D�� IF StND OR StND/RJ IS ROOF SNOW 48' SOIL MAX TRUSS SECTION r28 DIMENSIONAL lU/ SIMP50N A35 DIMENSIONAL TYPICAL 24 �,�„2 20 APPROPRIATE.16 LOAD 2� PSG RAI&ELD HEEL TO 5HEAR WALL CONNECTION D2 INTERIOR 5HEAR WALL TO JOIST A50VE CONNECTION D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2J 25 21 FASTENER PER PLAN 9 1 THE tRUSS DESICsNER'S CxABLE AND BRAGENG. P.E. JOIN N. (1)� DETAIL TAKES PRECEDENCE. USA THIS (D2x(o MINIMUM BLOCKINCx DATE O e � DETAIL IF THE TRUSS DESIC�NER DOES N07 g�TIUEEN TRUSSES OR 02•19�4 Q�. ->•- O C�l'PSUM WALL BOARp _ o �o ° O STUD TO MATCH GIRDER FLY (UN.O PROVIDE A C�ABLE AND BRAG DETAIL RAFt�RS, NAIL ROOD REVIEW O ROOD TRUSSES PER PLAN INStALL�D lU/5d COOLER z- � � ON ENGINEERING SWEETS) SHEATHING 70 BLOCKING ZACK C. I2 K� SLOCKINC NA IL5 6 S" O.C. OR TYPE ° ° ` ° loci (0" O.C. FOR 2x 5LOCKING 5HEATHINCPERPLAN 2 i Sol NAIL 6 12"O.C. ON ALL o0 0 0 00 2 °o °° XROOF WALL 5HEATHINCH PER PLAN FRAMINCH MEM5ER5 NOT AT 2 3 i PANEL EDGES (U..0) I `4 801 (0" O.C. FOR 5HEATHED ORIENTATION OF CORNER SIM 5IM 5ON MCAT UJ/ U N GT2 50N � L � D WALL PANEL STUD M,4'� V,4fi�'� 2 TOE NAIL5 ON ONE SIDE 4 S 1 TOE NAIL ON OPP051 TE 51 D E ad NAIL 6 (oO.C. ALL o RAFTER � T � OF EACH O U55FRAMING ��' M�M��fi�s �4T g 5�1,4T�1 5o11T WITHo55 INSIDE CORNER 2 PANEL �DC��S � 12" O.C. ON ALL FRAMING MEM5EP5 ° NOT AT PANEL EDGES , (D MAX-m- t .f'1 y f. i .• �o�" •1 O.C. (ALL o a PANEL EDGE5/\ U,I 1.0) 0 i o ALLOWA5LE UPL IFT5 1=,45TN PS HF/5P SDUJC SC1�UJ �85 Hi 425 H2.5A 535 --I10A 101e N10,4-2 930 LGT2 (2 )FLY 1620 LGT3-5D52.5 (3)PLY 2505 LGT4-5D53 (4)PLC' 212X MCAT (2)PLY 3300 (l)\/GTP/L (2)PLY 1(000 (2)VGTR/L (2)PLY 3 990 (1)\/GT (2)PLY 3555 (2)\/GT (2)FLY 5110 (2)\I (3)PLY 6400 HGT-2 (2)PLY 640 HGT-3 (3)PLY 9035 HGT-4Y 13250 UJ/ ad 6 3' O.C. ANALYST O (6) Imd NAILS JOE G. SHEET O O 2x6 DIACxONAL 0 0 o BRACING SPACED 6 12" 0 0 O.C. ATTACHED UJ/ (3) o 1(od NAILS O SIMPSON CxBC 5 OF , SHEETS � 2 I (INSTALLED IN PAIRS) O DOUBLE COP PLATE PROJECT NUMBER 240040 3 O GABLE AND tRUSS �W ARO 2x4 BOTTOM CHORD of w 4 iQ TRUSS BRACING 8' MINIMUM 6 48' O.C. ALONG .' WALL BELOW. ATTACH t0 Mill EACH TRUSS *VALUES easm as sIMPsaN STRONG TIE FASTENER � Ul/ (2) 16d NA1L6 `' o,�. F� l STE��`'V l I I J sc►�u�E euiwR R �' �j FSS/ONALENG� O � lJ Y 'ti,1JFEQUIREhENTS FOR FASTENER INSTALLATION. �o OUTSIDE CORNER DETAILSIMPSON VC�t DOUBLE INSTALLATION SIMP50N YC�tR/L COPYRIGHT cQ2024 r29-' 25" lU/ (2) NDU4 u�� �Du� 21 rl I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED MR HEEL TRUSS WITH 5OFFIT D2 IN61LDE/lOUT61DE CORNER D2 TRUSS Uf=LI�T CONNECTOR5\\,P2 �,���� �Np ��,�C� D2 ��,-���,W'T�A,��$ CERTIFICATE. ,� 42) 30(DFLOOR OR L�`J'OISi O 2X4 LEDGER Ul(2) 10d 9 6' ALL CONCRETE SLABS WILL EXHIBIT 50ME DEGREE OF CRACKING, LARGER CRACK5 ARE �3 rsi sxis srRiNGeRs DUE TO 51TE PREPARATION, 5HRINKAGE, CONCRETE MIX, RAPID DRYING/ CONCRETE 4 5-1/2 " niNinun nateRiaL 5TRENGTH/ LACK OF CONTROL JOINTS, LACK OF ADEQUATE STEEL REINFORCEMENT, ' � DIACONAL BETWEEN RISE AND RUN UNCONTROLLED DRAINAGE, AND OTHER FACTOR5. THE OWNER AND BUILDER ARE TO HAVE AN UNDER5TANDING OF WHAT IS AN ACCEPTABLE LEVEL OF CRACKING AND ON THE EXPENSE OF CRACK CONTROL. O � II rj UPPER FLIGHT OF STAIRS OSUPPORiED ON 3/4 i<Cs \ 50IL5FIELD IF ARE IN DOUBT CONSULT A O O o PANEL EDCsES�CO.C. O O2X4 THRUST BLOCK W/Imd � �� DO SITE PREPARATION: NOT USE EX15TING SITE SOILS AS SILL UNLESS DIRECTED O 0 6' O.C. NAIL TO LANDING joist OTHEIRW15E BY A GEOTECHNICAL ENGINEER. CONCRETE SLABS ARE TO BE POURED ON 2 7O3i4• ray SueFLooR MOISTENED UNDISTURBED COMPETENT NATIVE SOILS. DO NOT PLACE CONCRETE ON �8 2x5 LANDING Joisrs UNCONTROLLED FILL. LOOSE SOILS AND UNCONTROLLED FILL WILL COMPACT UNDER THE imd e 6' O.C. RIM TO WEIGHT OF CONCRETE AND CAUSE EXCE551VE CRACKING. USE COMPACTED AGGREGATE TOP PLATE BASE COURSE (ABC) FILL 5UCH A5 PEA GRAVEL WHEN FILL 15 NEEDED. GRANULAR FILL IS Lsc at TOP a ass5 TO EXTEND 5 BEET FROM THE FOUNDATION WHEN USED. 6 eorton NOTCH STRINGER i0 REST STRINGERS SPANNING OVER ON LEDGER � 5HRINKAGE AND CONCRETE MIX: SLABS CAN SHRINK A5 MUCH A5INCH2 PER 100 FEET, 6 STEPS MUST BE SUPPORTED (� w14x6 eean ON axa Posts. 7X ?READS W/(3) I(Dd 12 THIS 5HRINKAGE PULLS THE SLAB APART LEAVING MULTIPLE CRACKS. CONCRETE DOES r'osr TO is• CONCRETE FOOTINGEACH STRINGER 42 38 NOT REQUIRE MUCH WATER TO ACHIEVE MAXIMUM STRENGTH. EXCE55 WATER MAKES CONCRETE EASIER TO PLACE BUT GREATLY DECREASES 5TRENGTH AND LEADS TO OR stuDwaLL 30 D3 D3 STAIR LANDING CONNECTION D3 5HIRINKAGE DURING EVAPORATION. 43 39 RAPID DRYING: CONCRETE REQUIRES THE PROPER AMOUNT OF WATER TO ACHIEVE MAXIMUM 5TIRENGTH, CONCRETE THAT IS ALLOWED TO DRY RAPIDLY WILL NOT RETAIN O TRUSS PER PLAN THE REQUIRED MOISTURE TO CURE PROPERLY AND WILL ALSO EXPERIENCE DRYING 5HRINKAGE. TO MINIMIZE CRACKING ALLOW TIME TO WATER CURE SLABS, USE WET I �2 siMr� etc 9 VOL COVERING5/ AND/OR FILM SEAL. CONCRETE POURED IN THE SUN OR WIND 15 ESPECIALLY � WITH No GAP, musses AT RISK. PONDING IS ESPECIALLY EFFECTIVE AT PREVENTING RAPID DRYING, � BEAR ON ?°P PLATE O (3) 16d NAILS CONCRETE STRENGTH: PROPERLY CURED SLABS OF HIGHER 5TRENGTH CONCRETE HAVE OR (3) I/4'x4-I/2' SDS/ nneeRLoK scREWs LESS CRACKING THAN LOW 5TRENGTH CONCRETE. U51NG A HIGHER 5TRENGTH MIX IS A LOW COST METHOD OF REDUCING CRACKING. 3 4� 2x6 Fiat 9 2a• O.C. CONTROL JOINTS: CONCRETE CRACKS WILL TEND TO BE IN CONTROL JOINTS AND NOT AS lool 2x6 eLocKiNG wi r6i ima NAILS PER BLOCK VISIBLE AS UNCONTROLLED CRACKS. JOINTS SHOULD BE 8 TO 12 FEET APART. (o naiNraiN va• To 1/21 CsAB BETWEEN LATERAL STEEL REINFORCEMENT.- RE54;R/ HELIX MICRO FIBER, WELDED WIRE MESH (WWM) AND BRACE AND Toy PATE FIBER -MESH WILL HELP KEEP CRACKS FROM OPENING AND SLAB FROM SHIFTING. AS A O MAX. I-I/4' GAP MINIMUM SOME REINFORCEMENT SHOULD BE USED IF LARGE CRACKS ARE CON51DERED eeruEeN rRuss UNDESIRABLE. AND TOP PLATE TRUS$ IN LINE CONNECTION TRU$$ OFFSET CONNECTION UNCONTROLLED DRAINAGE: CONTROL DRAINAGE TO AVOID UNDERMINING THE SLAB. DO NOT ALLOW PONDING NEAR THE FOUNDATION BY 5LOPING THE GRADE AWAY FROM THE 43 39 5TRUCTURE. 35 31 D3 D3 BUILDER AND OWNER TO PLAN FOR CONCRETE SLAB CRACKS D3 SHEAR WALL TO PARALLEL TRUSS D3) 44 '20 36 � o TRUSS PER PLAN O SHEATH ROOF UNDER OVERFRAMINCs 3 O SHEATHING PER SHEAR 2)MANUFACTURED � q (� OVERAMINCs TRUSSES WALL SCHEDULE OO O ROOF SHEATHING PER PLAN O 7x4 VERTICAL SUPPORTS 5 4 ACCESS W/ (5) Sd NAILS INTO TOP O VENTILATION PER q� AND BOTTOM CHORD. (BOTH SIDES OF TRUSS) 5 �2 � � BUILDER 22-I/2 k48' MAX DIMENSION. 1/16' OSB NAILED W/ Imd NAILS AT 6' O.C. I O NGR CLIPS w/ SD CONNECTOR 3 EXTEND SHEATHING TO TRU55 TOP CHORD, OR FIRST WEB INTERFERENCE PERSPECTIVE PERSPECTIVE SCREWS. 48"ON CENTER EACH WAY O N?C CLIP AT EACH ?BUSS Q) 2 AS AN OPTION BUILDER MAY USE LATERAL iR1155 BLOCKING DESIGNED BY THE iRiJ55 MFR IN LIEU OF EXTENDED SHEATHING. SIDE VIEW EXAMPLE OVE�&R4MING K"44 40 36 32 D3 D3 INTERIOR 5HEARWALL EXTEN51ON THROUGH PERPENDICULAR ?BUSS D3 OVERFRAMING D3 45 41 37 33 CONCRETE STEM WALL PER (:D PLAN � OSIMPSON HDU2 OR HDU5 5 O IO DOUBLE TOP PLATE HOLDOLLN PER PLAN 2 O2x6 BLOCKING i0 MATCH O •4 REBAR FOR TOP STUD DEPTH REINFORCEMENT 3 O LSTAI5 STRAP AT WINDOW SIMPSON 565/8x24 ANCHOR 4(1) CORNERS, U.N.O. J 2 SIMPSON SSiBIb OPTION - \ FOR NDU2 APPLICATIONS \ O KING STUD(5) OHEADER PER PLAN � I 4. O MUDSILL W/ ANCHOR BOLTS \ 1, PER PLAN *5HEATH ALL STUDS - \ (o INCLUDING PONY AND _ O DOUBLE STUD W/ Ibd a I6' CRIPPLE STUDS 3 O.C. OR rvea * s" O.C. O NO RIM REQUIRED WHEN SLAB ON GRADE 45 41 (D 37 33 D3 D3 HE)U2 8 HE)U5 CONNECTION D3 AFA FORGE TRANSFER AROUND OFENING6 D3 00 z 0 W w F -4 milmoll L h� C C 0 wI ram3 Q 0) ' �f(�fi66i •;Lo�a) �N Va �UN Na) LO V cLU U O470 N C LO C)aCL J LiU ;�L o oO��oO o 0 N N Q Qcoa 0 f6 ~ 0 N a) U L L U C 7 Dui+, o La)°>.5a) o t N N O U (6 N 's O) N 0 —N� EcL Q U U f U N C mm cc 2'� N cn(a_0U (a.-0� E u ao -4p o�•�•'OiA� � �Mct?C3� • u NEW BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 02,113.24 REVIEW ZACK C. ANALYST JOE G. SHEET 6 OF , SHEETS PROJECT NUMBER 240040 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED 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 IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF 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. NO. 200 SIEVE = 2/3 MAX. PASSING U.S. NO. 400 SIEVE 4, CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 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 MAX. MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (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 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/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUG LAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUG LAS 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, PU RLI NS 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 SPECIFIED TRUS-JOIST BOISE CASCADE LOUISIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb=1700 PSI Fb=2250 PSI E=1300 KSI E=1500 KSI Fv=400 PSI Fv=275 PSI 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 E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 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 E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 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 E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4-PLY G-P-LAM* 7" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 W PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM 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 TOENAIL 8d @ 6" O.C. TO TOP PLATE/SILL/FRAMING BELOW 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 .0 O cLU �� LJ.I ��Q�>to i6 J L i L c 0 C c V �;�� a ;C�. 0 a>��_Z 07MO f6 a) N V 0 V C 0 O "a � Ea a) co f6 ~o N a) U L L > C ',WW >. � a) 0 ca)N-04); c Q � r_ 0) N a _N �§ccc2 aa)) cncc-0v a -0� s o 1 IL r_ 0 a� a2 � 18.zff0 .8 .8 � CN �chcnc�a u (D-H BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 02,113.24 REVIEW ZACK C. ANALYST JOE G. SHEET 7 OF , SHEETS PROJECT NUMBER 240040 COPYRIGHT cQ2024 I-IODCxE ENGINEERING, ING. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION