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VS 25 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 240110 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT 40 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 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES SB 5/Sx24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP 3/4' T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd a 6 " AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) 50U,45H BLOCKING O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. IF NEEDED - USE DETAIL 2602 FOR STEM WALLS OVER 4V UNLESS NOTED OTHERWISE 26 27 D2 D2 ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) -'C cn C cq N n, cA N 20 STEP FOLLOWING GRADE �r ° 2 WAS i////// cscj)_ 6 O m ° x N I H DBL JOIST I JOIST I ry� I/+ DBL JOIST I l�` n STHDIO CONCRETE PATIO I AGGREGATE BASE 16 AND REBAR BY D2 OTHERS 24 L STHD 14� DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH �Sr 24 RUSH PRIOR TO PLACING FOUNDATION THE)14RJ in :r 24 LATERAL RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (SEISMIC DESIGN CATEGORY D R502.1) +� HDU5, ---4x8 DF02 (M2)'--`rye---- — — — — — BE RING IUALL 12"x6" INTERIOR STRIP FOOTING 1J/ (2) #4 REB,4R o 23 REQUIRED. -1 D2 14RJ 5THDI41RJ r rr 19'-52° 14 STHD STHD 14 STHD 14 D2 - - - - - - - - 410 DF*2 (M5) HDU5 12 22 D1 i =@ I D2 I � I in LATERAL RESTRAINT AT JOIST END 4 EACH INTERMEDIATE SUPPORT (SEISMIC DESIGN CUS �J CATEGORY D R502.1)� �� ----\ -- 4x8 DI=*2 (1-12)--- 5EARING WALL 33 12'x(o' INTERIOR STRIP FOOTING D3 W/ (2) #4 REBAS m Cf; — - — -4x8 DF*2 STHD 14RJ STHD 14RJ 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. (IBC 4062 4 - GARAGE HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY" HDU5 - HF MEMBER 4340" N/A (14)-SDSY4'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 551/8'x24 HDU8 - DF MEMBER 7870" MIN. UNO. HDUII - HF MEMBER 8030" N/A (30)-5D5Y4'x2Y, 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. 55I60' UAO. HDU14 - DF MEMBER 14445" 5THD14/5THDI4R) - 3500" (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) � I 2'-52' 1 1 ' O Ca O � I I a: u I I' x N I O I I I cv i N 4x8 DF"2 (M3)'�+6 IN � I N ° O m I x x I = I - 1 I I I I — — — — — — — 1 1 1 I I 2RAWL5EAGE I I 4 I I I I D1 H 'I 2x10 HF*2 �@ 16"O.e. (M1) I 1 I 1 I - I I I I DBL JOIST 1 DBL JOIST5L H't JOIST +6 I F- ------ HD 14RJ STHD 14R FLOOR SURFACES) i I I I I I I I I I I I I I I I I I 1-A � +6 y-------------- I STHD 14 7 STHD 14 I � I (E51 STHp 14 2 5 D1 lll SI_3� 1'-102' 2'-02° g _3' 1'-102' 1'-102" 12'-0' 12'-2' 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. (IBC 40(o.2.4 - GARAGE FLOOR SURFACES) i �q�hwpi� CONCRETE PATIO — ED AGGREGATE BASE AND REBAR BY OTHEI i S Ln eTHD14 6 os 40'-0' W/ 8" STEM AT W/ S" STEM AT W/ S' STEM AT PORTAL FRAME PORTAL FRAME PORTAL FRAME �AIN FLOOD f / FOUNDATION FLAN ENG;INEE�ING DO NOT 5C,4LE(I/4" = V FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION F 24 24'x24'x&' 1 WK2) 04 EACH WAY ® I 5SK CAPACITY L — J POST PER PLAN r — — 30 30'x30°x10' WK4) 04 EACH WAY 1 ® 1 SSK CAPACITY L — — J POST PER PLAN 3ro'x3&'x12" 1 I WK4) 04 EACH WAY ® 1 12K CAPACITY L — — -J POST PER PLAN 42 r — — — -1 42'x42'xl2' I I WK5) 04 EACH WAY ID I IroBK CAPACITY 1 POST PER PLAN L---J 40 48'x48'x12' 1 1 WKro) N4 EACH WAY 1 ® 1 21K CAPACITY POST PER PLAN LEGEND POINT LOAD KEY MEMBER RX FACTORED DEAD 2.0 6.0 LIV IV SNOW 3.0 STUD/COLUMN/ TRIMMER .y+"/ R EXAMPLES 6HEARWALL DESIGNATOR D�SWI 0 HOLDOWN/STRAP DESIGNATOR STHDI4 HDU5 (2JC6I48 CSI4 DETAIL GALL -OUT 1 D1 Digitally signed by John Hodge Date: 2024.03.12 11:18:28-07'00' BUILDING CODE 201015C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF rDA7TE�779 ,. REVIEW ZACK C. ANALYST JOE G. SHEET S 1 1 OF 7 SHEETS PROJECT NUMBER 240110 COPYRIGHT ©2024 HODGaE ENGINEERING INC. THIS DOCUMENT WAS 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: 240110 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT 40 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 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRLI55 CO. JOB NUMBER M-2021-12, DATED 3.6.24. CHANGING TRUSSES INVALIDATES THIS ENGINEERING 15 TRU55 FASTENER SCHEDULE: ��p2 A35 9 32cc OR 5DWC 6 9 I6' OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS lUN.O.J (2)P255 -TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) NI AND 5DWC TRUSS SCREW - XX NIA - A3 (R) LGT - xx l2NCsT AND HDU4s - XX (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARING. REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. PROVIDE ALL FINAL SHOP DR4UJINCx5 TO NODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI NAIL 5HEATHING TO ALL AMINCx MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL 5IMP5ON L5TA STRAP is BACKSIDE ROWS 16d 5INKER,@ 311O.G. WHEN R415ED HEEL TRUSS I AL t-�AMt L)t I A I L t)/L) I fROOf= f=fR74t--'*llNG GfRAVIT1' LOAI:) ENGINEEfRING_ DO NOT &CY4LE(1/4 11 = V) 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 TYPICAL AT ALL GABLE ENDS 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 DESIGNATOR STNDI4 (zx.6ws c614 DETAIL CALL-OUt 1 Dl 00 Z 0 W w F -4 milmoll rl� - E s is Giz •� ao �M 0�-0 -=0A= �Mct?C313- O T• V ) f:� NEW _rd 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 03.1124 REVIEW ZACK C. ANALYST JOE G. SHEET S2 z OF , SHEETS PROJECT NUMBER 240110 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: 240110 FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT 40 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" 0.465g 1.2869 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES SB 5/044 ANCHOR BOLT REQUIRED AT ALL HDU5 NOLDOIUN LOCATIONS. TYP 5THD14 5THD14 FULL NEICsN? CONCRETE WALL 16`� DZ THD 141RJ ]ROOF 5PEATHING 5CHEE)ULE 24" O.C. TRUSS/RAFTERS 6NOU1 LOAD NOMINAL SPAN R,gtlNCs (UP t0) THICKNESS 40 PSG 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R5032.I.IfU &wl &wl &wl &wl K� A GREAT RM GREAT RM L -i F F 0 0 KITCHEN i � KITCHEN i I ((90 0=11� I I S?NDI4R Swl STHDI4RJ STHDI4RJ Swl STNDI4RJ r32"� ' D3 25 D2 TI SWI SUII GARAGE �� �I � �r—i CzARACzE SU11\ 5THE)14 r3f� EXTEND HEADER OVER D3 PORTAL FRAME PER DETAIL 50I vAIL 5HEATHING TO ALL AMING MEMBERS USING ad 5THD14 W/ 3' GRID PATTERN. INSTALL 5IMP50N L5TA STRAP 6 BACKSIDE ROWS 16d SINKER 9 3110.C. f=LOOfR LATEfRAL ENGINEEfRING. DO NOT &CALE(1/4 1' SHEATH ALL EXTERIOR WALLS AS UJI UNLESS NOTED OTHERWISE. - - - - - - - - - - - -- 3 �i D � EXTEND HEADER OVER PORTAL FRAME PER DETAIL ��5/D .�.�.�. 5THLD14 5THLD14 5THID14 5 '� D1 W/ 8' STEM AT PORTAL FRAME - - - - - - - - - - - -- EXTEND HEADER OVER PO�TAL FRAME PER DETAIL �/DI 5 Dl 5 Dl W/ S' STEM AT PORTAL FRAME 5THE)14 5THLD14 5THID14 5 W/ 8' STEM AT PORTAL FRAME D1 W/ S' STEM AT PORTAL FRAME NIDARJ 15W] SHEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131' NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT I CAPACITY(PLF) SHEAR WALL APA RATED SPACE f 5LOCKING S PLATE TO PLATE TO RIM TO CONCRETE 5EI5MIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) EDGES (HF x 0.93) SU11 1/16' 055 ONE SIDE 6d Is 6' O.C. 2x STUD 166 d Is ' O.C. (2)16d a 16 O C. 5/6' a 46' O.C. 1/2 tv 36 O.C. 2601365 5UJ2 1/16' 055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/6' ,s 40' O.C. 1/2 ,s 28 O.C. 360 / 532 or SU13 A 1/16' 055 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)16d Is 16 O C. 5/8' -9 24' O.C. 1/2 s 11O.C. 41301685 sup A 1/16' 055 ONE 51DE ad 6 2' O.C. (2) 2x STUD 16d s 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 Sub A 1/16' 055 50TH 51DE5 6d a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' t, 12' O.C. 1/2 ,s 6 O.C. lbw/ 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12, O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (5) D5L STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF I' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)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 5HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) 5HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl-I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS 5CREW5 CAPACITY# HDU5 - HF MEMBER 43400 N/A (14)-SDS y4'x 2Y' TO (2) STUDS 55 5/6x24 U.N.O. HDU5 - DF MEMBER 5645* MIN. HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 HDUS - DF MEMBER 18100 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-5D5 J/4'x2 2- TO 6x6 MIN. 55lx30' U.N.O. HDUII - DF MEMBER 93350 HDU14 - W MEMBER 9260* N/A (3(o)-SDS Y4'x 2V2' TO 6x6 MIN. 55lx30' U.N.O. HDU14 - DF MEMBER 144450 5THD14/5THD14RJ - 3500* (2) 5TUD5 UJ/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A MSTC6653 - 44900 PER MFR N/A N/A C514 - 24900 (18) 6d EACH END N/A N/A 5TPlDl41RJ 19 311o.c. NAILING - CONTINUOUS D2 SHEATHING OVER MUD 5ILL TYPICAL ALL EXTERIOR WALLS 5THD14 t"�IAIN f=LOOfR LATEfRAL ENGINEEfRING DO NOT 5CALE(1/4 1') SHEATH ALL EXTERIOR WALLS AS CJW1 UNLESS NOTED OTHERWISE. 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-51MP50N ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEV� Z.O 6.0 SNOW 3.0 SCUD/COLUMN/ � TRIMMER ry+`� l DESIGNATOR��� EXAMPLESowrluolv SHEARUJALL DESIGNATOR � 0 HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL CALL -OUT 1 Dl 00 Z 0 W w L C rr U N i 0-4 7 N fii •L N a) O O a) LJ.I ���Q�0 a) L C a) >��ooC�. f6 a) N V O) -r- O V c 0 0 E'a c°oFu�% f6 ~� 1-- N) 1� U(L L U Cc 10)uci o o �')0 -ca0>OO Q CC v 0 �CFNci� C�c� Q �� Cc�a� tea) Q U U U a) j, O c cc o a cn N -0 U Q -0 E 8 is o a� ao $�04 a) � _ �. _ c � •� Sao $ � �chcnc�a o u BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOIN N. DATE 03.1124 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF , SHEETS PROJECT NUMBER 240110 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 PER ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE 5RACED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/6 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 1= STEN S�IE �4T�1 ING TO �IE,�DE lz 2 4" OF MID - NE IGHT ONE ROW 01= STRAPS LOCATED 1/3 ,�UJ,��' � ° o ° 2 � MIN GAP. EDGE CLIPS z oI dd 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 C 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 1° MUST 5E NAILED TOGETHER WITH pC 2X STUD 4 PLACES °� 00 ° ° ° ° ° • o 0 0 0 ° o ° ° 1=1z,�MING (STUDS, 5LOCKING, � ad NAILS 6 (o" O.C. AT (3) l(od SINKERS. 2 II r °° °° °°° °°°°° °°° ,�ND51LL5)T'�P. 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�'P. TO TOP OF DOU5LE 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 51MPSON H1 EACH TRUSS ® ANCHOR 5, 5E TO WALL � ° ° ° ° � � � ° ° ° ° ° ° ° o ° ° TOP OF POND WALL, IF PRESENT. . I I I I I � OR RAFTER 010 0lo I °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 .. �QCm� 2 II • • PLAN ROOF SHEATHING NG = � � � � � � 0- law N 1/1� 055 SHEATHING MIN. ~�' .. .. .. NAIL W1 ad 6 6O.C. FOR `�� ���N���o • i • i i • i • i • • • • II i 4% N O i ' .. .. .. .. .. 5THD 14 (UN.O ON PLAN)0 a) ' • ' • PANEL EDGES ,AND 12 O.C. � � � O N Y X • o 0 0 0 0 0 0 • !•� • • o 0 0 0 0 0 0 0 • IN FIELD Q'— N � C L O O L . '� O o 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 0,c�� S' STEM WALL HEADER EXTENDED OVER °' ` ° C (6 O O N U i i U C Z. _ — — o REQUIRED SHE,�RUJ,4LL • . ' • SHEATH ,ALL GA5LE ENDS � _ = o � � Q � Boa) �O � a • , ... ... x � 'gin c >, a c� O ° N � � N c v. A' d. p.p. °. o E L L a z c c N m O 0 a �v D� ° O v� ° O O t U N L N d v o ° ° o ° ° r II • ' U51NG 5W1 5H A WA � � N ( C' E C —— a ——/S ,�NCHORSOLTUJ/� EMBED L� o a ;. SCHEDULE a — C o av • �' a a o' e . o e . SECTION A-,4 UJ/ MIN 3 x3 x229 PLATE UJ,�SHER _ q• d. a • (n (0-0 O Q - L O( cc 2 C N ri 0 IBC FIGURIE 2308b52 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad is CONCRETE if c) = 2500 pal / 1(Od 2x SOLE PLATE TO RIM o REBAR (fy) _ 60 kal W11(od PER 5HEARWALL W gP;- CUT TOP PLATE OR DROP \ PASSIVE SOIL = 300 pcf (EQUIVALENT FLUID) \ SCHEDULE jim 3: 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 II� „ 2\ ® ROOF FRAMER PER Root= To 3/� FLOOR SHEATHING o � � •- � o 2 DOU5LE TOP PLATE / COEFFICIENT OF FRICTION = 035 a 0.mFWANZ -FRAMING DETAIL AN F 00 TO IM SOIL BEARINCx - 1500 psf ® D FLOOR 51MP50N 5T22 OR 22" C51�• 0 0 0 - SPLICE LD*TW = 30�1=4) 2 �o u . _ 3 FLOOR JOIST UJ/� 18)10d OR DROP SE,�M UJ/ 0 SEISMIC SURc�IAR�E =NONE ® ROOF SHEATHING PER � - � 2 ROOF SHEATHING 2 RIM To TOP PLATE WITH - .. CONTINUOUS TOP PLATE. , � � STRAP MAY BE PLACED ON RESTRAINED RETAINING WALL SCHEDULE SCHEDULE 1(od AT S' O.C. (U N.O.) • SIDE OF TOP PLATE // ®® VE RT HOR II 2 • • e ®®®® � � / UJ,�LL U1,�LL RE5AR RE5AR FTG FUJ,�NZ / 1/1� 0.5.5. SHEATHING � TOENAIL J015T TO TOP • a — HEIGHT UJIDTH # # STEEL SP,�CE — � PLATE E,�CH SIDE • ((o) l(od NAILS � � � W12x HF #2 STUDS AT on 2 • 4 � I II 9 r r II - 1(0" O.C. (UN.0) WA5d NAILS Sd SHEATH ING TO 5TUD (2) 1(od NAILS 0 1(o" O.C. � UP TO 10 S O.C. 10 O.C. (2,*4 fro O.C. / r o , 3/S MINIMUM EDGE PER SHE,�RUJ�LL 3 / o 2 D 15TANCE SCHEDULE SEAM PER PLAN (D ((o) 10o1 61(o' O.C. EACH J015T 1 - D5L 2X TOP PLATE 4 TOP OR BLOCKING II � � � 2X CRIPPLES 4 STRUCTURAL 1-1/� RIM � PLATE To STUD uJ/(2 ) .. 2 (2) 10o1 TOE NAILED J5T TO SILL 44 1 � S . S PLYWOOD FILLER �u� �u� ° ' • S 2x STUD � (AS REQUIRED) ��►� � ��►� � 3/�' T �G SU5 FLOOR • 12 WHEN JOISTS ARE PARALLEL • HEADER PER PLAN MULTIPLE STUDS FOR 9 , � 11 • >� o TO UJ,4LL PROVIDE FULL ° ° 9 e o o � - � ° POINT LOAD FROM ASOVE _ DEPTH 5LOCKING 24 cc - / (o FLOOR JOIST PER PLAN (2) l(od NAILS 2 PLACES AS SHOWN - � ° SQUASH 5LOCK5 DOU5LE 2X TRIMMER STUDS FLOOR TO FLOOR REQUIRED UNDER ALL VERT RE5AR - POINT A MIN. 1=0R > �' OPENING UNO,(4)SIM SON 1=UJ,4N WITH � CONNECTION PER PO LOADS n P Z FROM FACEST STRUCTURAL RIM OF 2X 5 - SEPARATE FLOOR TO RIM 50ARD TO FLOOR R R,�L R , L L, � � j2 NO STRAP REQUIRED IF OR LVL. FWANZ NOT REQUIRED FLOOR CONNECTION JOIST WITH (2) lid CONTINUOUS TO AT / P FLAT E WITH SNUG DROPPED JOISTS. \ DETAIL 11 ( 2 � S NTIN � H I HT . co uous uLL E G 0 5EAM ANDHEADER 5UPPORT D1 � �' � 5/5' ANCHOR 5OLT PER SHEAR ./ S � 00 T O � 00 CONN CT I ON �Dl 'L UJ,4LL SCHEDULE. � - o VERTICAL 055. 5REAK L � L � O r - 0 5ETWEEN TOP PLATES � MINIMUM 2 O.C. UN.O. W OW - AND EXTEND DOWN OVER D2x STUD WALL PER PLAN � '-- � o � � 5ACKFILL W1 18II MINIMUM . MUDSILL • O II - 2 CONCRETE 5LA5 PER PLAN � Ln FOOTING S STEM FREE DRAINING SOILS - / 3 �nq5LOCK ,ALL PANEL � � MAXIMUM 1/2 HEIGHT UNTIL V Z � 1 . II v EDGES NOT LANDING ON 3)VAPOR BARRIER � � X � FLOOR JOISTS INSTALLED 12 .qa.. 2x MEMBER PER PLAN W (D O DRAIN FILL W/FILTER FA5RIC FOOTING CORNER -q O / a LL \ �u A TOP/BOTTOM PLATE TO � � 2x PT W1 ,ANCHOR 5OLT5 J � � � UJ,4TER PRooF oR D�4MP • • \ 10 O STUDS W1 (2) l(od THRU PER 5HEARWALL SCHEDULE �I PROOF AS REQUIRED A 2 r r NAILS TYP. (3) l(od THRU W \ r " 11 FOOTING CORNER FOOT ING T 2 STEMUJ,LL CORNER o #4 HORIZONTAL 3 -� FROM NAIL FOR 5W3, 5W4 4 5W5 .4- RE R L R S INFORCED 5LA5 OR FULL , d TOP OF STEM ,AND a6 12' O.C. O �• .. ST-fE,�R U1,�LL5 � � �. IQp °d II HEIGHT FRONT FILL � 2 STEM SHOWN � �I II x / / ///// rr�' ® 3 30 M IN IM I UM LAP SPLICE ,� r-j3- ����������\����������� . �������������� V W 4- INCH DRAIN PVC PIPE W1 2x PT MUD SILL UJ1TH _ %�i,�i,�i/�i/�i,�i,�i, �� a �i/�i/�i/� 3 #4 VERTICAL DOWELS 6 3� II ,ANCHOR 50LT5 PER ��i / / / .I . / �i,i � 000OPELn NINGS AT 50TTOM �� � � %������������/ �, ��/ ����� O.C. IF COLD JOINT. � -ox� 1 \ -\� . EXTEND TO 3 OF THE VERTICAL RE5AR NOT � SHEAR WALL TA5LE � j. .\�� d , i , II SHOWN FOR CLARITY 9 / (MIN OF 2 PER PLATE !\ •� \i/\ \//\//� FILTER FA5RIC - NONWOVEN � 1 i� .1 � : �i��i%i!��FOOTING 5A6E. EXTEND PERSPECTIVE OVERVIEW GEO TEXTILE ENVELOPE 10' � UJITHIN 12 OF ,4N�' ,y/�\, „ \�,� � r II �� .' ••• � � \. 1� MIN. INTO STEMUJ,4LL AROUND DRAIN PIPE ROUTE CORNER) MIN 5 FROM i a A TYP (UN.0) DRAINAGE ,4N a �'. EDGE ` ° A . 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 • • (2) � CENTERED IN \ SL A5 ON GRADE WHERE =III=1 III=1 I I=1 I I=III-1 I I-1 2 12 S FOOTING . 11 VERTICAL RE5AR HOOKED a a SPECIFIED PER PLAN 9 II / d / 12 INTO FOOTING ,4LTERN,�TING a. ° � BUILDING 11 .4 FOOTING ,AND ROOF � � .. S CODE 2018 IBC 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 D IMEN510N 2� ' O.C. IN FOOTING ° a' ° . SPECIFIED PER PLAN NUM5ER OF FLOOR5 WIDT THICKNE55 WIDTH WIND 12 GARAGE FLOOR (IF PRESENT) 4 SUPPORTED 5Y FOOTING OF FOOT ING OF FOOT ING OF STEM 9 NATIVE UND 15TUR5ED 501 L EXP. 5 91 MPH 1 FLOOR 12" K/" (O" OR STRUCTUR,�L FILL PER SEISMIC DESIGN ° 12 / / II (Oil II GE OTE CH 13 RIGID FOAM (IF � a � . a 2 FLOOR 1��� CATEGORY D / / 3 FL OOR lollS S FROST DEPTH B'� REQUIRED FOR d ° ROOF SNOW THERMAL BRE,�K) ` _ / / JURISDICTION LOAD rl2 IBC 180�2.2 8 Isc TA5LE is09.� 3 0 25 P5F CONCRETE CORNEIR5 D1 J015T AND 5LA5 RESTRAINED 5A&EMENT WALL D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 5LA5 D1 ENG. P.E. 2x STUD WALL PER PLAN FLOOR JOIST OR � J OHN H. LANDING DRIVEWAY APPROACH PER DATE � 2 314 T 4G SUBFL OOR (UN.O.) oo 2 2x4 LEDGER W(2) 10d IS II 1 ; ARCHITECTURAL SHEETS 03.11.24 � 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' ,• j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS, INSTALLED W/Ed COOLER 2 GARAGE 5LA5 PER PLAN FLOOR GIRDER oo I PER PLAN ZACK C. 10' MAX 5P4CING NAILS 'S S" O.C. OR TYPE ANALYST 4 ol� FULL DEPTH BLOCKING 5-1/2" MINIMUM MATERIAL 51W SCREWS 'a 1(o' O.C. � JOE G. D.... CONTINUOUS RE5ARDIAGONAL 5ETWEEN R15E REQUIRED AT ALL 5EARING SHEET ,AND RUN 2 1 o d N4 I L 'm 12 " o.C. (UNO.) � ' o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o CRACK CONTROL) UPPER FLIGHT OF STAIRS 2 2x PT UJ/ ,ANCHOR BOLTS SUPPORTED ON 3/�- T G I�41 PER SHEARWALL SCHEDULE r Sd NAIL 12 O.C. ON ,ALL COMPACTED 6AND/GRAVEL 2 Sd NAILED 'a � 0.c � X � ��• ,��/,��/,��/,��/,��/,��/,��/,\I I d z II II FRAMING MEMBERS NOT ,4T D ° D ,�\\i\\i\\i\\/\\/\\i\\/ 11 . #�• HORIZONTAL 3 - FROM S PANEL EDGES 12 O.C. PANEL EDGES (UN.0) ° � _ %��i\��i\�/i\��i\�/iii � �.. � II FIELD CONTINUOUS BUILDING � �i;�i�ii�/ice/ice/ice/ice I1�4 ? TOP 01= STEM ,AND 12 O.C. (4)ORIENTATION OF CORNER : ' � 9 �i/�i/�i/�i/� , � 2 �- STEM SHOWN OF SHEETS . o FOOTING PER FOOTING \i \ice S 2x� THRUST BLOCK UJ/10d ' . • .. ... . 4 5TUD M,4'� V,�R'� : • .; .. % � � � �• # II °J �' O.C. NAIL TO LANDING DETAIL .� � � ,/ 1 4 VERTICAL DOWELS a6 3� S PROJECT NUMBER • J015T „ ,://�/ � � O.C. IF COLD JOINT. EXTEND • Sd NAIL 6 � O.C. ALL .\Y • 1�--- °. HOLDOUJN PER PL,�N `-- TO 3" OF THE FOOTING �40110 2 (i)3/4'T 4G 5U5FLOOR y FRAM ING MEMBERS �4T 2 ��ill 4' II • PANEL EDGES � 12" O.C. �— I=I i 11 5A5E. EXTEND 14MIN. . - . I-1 I I- I I-1 I I-1 I I-1 I I-1 I I-1 I I I I S 2x8 LANE) ING JOISTS INSIDE CORNER 2 O D . D -III—I III-1 I I—III—III-1 I I INTO STEMUJ,�LL (U N.0) A ON ALL FRAM ING MEM5ER5 / D Q ° o : ' II \ \ A. ° I 10d O.C.RIM To NOT ,4T PANEL EDGES .,� /�\,, \ \ \ \ ., D D D j 2 g FROST DEPTH Bir w 24 12 9 \/\/\/\/\ o' TOP PLATE JURISDICTION // // // " : :: ...:.:. JURISDICTION 0 ad NAIL '9 � O.C. (ALL �/\/\/\ � " � MIN. FOUNDATION IM N510N # L P r y ..' '....._ / /j (2) 4 CENTERED IN FOOTING 0 5C AT TO A358 //D - 50TTOM P�4NEL EDGESXUN.0) /\\ \\ NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH SECTION i . // • SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF STEM 11 FOOT ING ,AND ROOF � ,� 37886 a � STRINGERS SPANNING OVER NOTCH STRINGER TO REST �o II II II �' Fc 11 D DRAINS IF REQUIRED o,� STE (o STEPS MUST 5E SUPPORTED ON LEDGER 1 FLOOR 12 II II II �s �G� 2 FLOOR 6 (o NATIVE UND (STUBBED SOIL (D (D (D 10 W14X(o 5E AM ON 4X4 POSTS. 2 x TREADS WI(3) 10d 3 � II II II 12 POST TO 10" CONCRETE FOOTING 12 3 FLOOR 18 S S OR STRUCTURAL FILL PER EACH STRINGER �o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT c 202�- OR STUDUJ,�LL n 7 O 13 7 15C TA5LE 1009.1 4 �-IODGE ENGINEERING, INC. TWIS DOCUMENT BIAS BEEN DIGITALLY SIGNED PER 5TAIRLANDING CONNECTION D1 IN61LDE/OUT61LDECORNERD1 CONTINUOU5 5TRIFFOOTING AT GARAGE ENTRY D1 �OI�ND �T I ON l� I TH �L OOR JOISTS�Dl) WAC 1%-23-010 WIN A GLOBAL SIGN CERTIFICATE. T14E CERTIFICATE MAY BE REMOVED BY THE JURISDICTION 26 J � UNRESTRAINED RETAINING WALL SCHEDULE 122 1g �� \\ O MFR CxABL� END TRUSS 114 n � � / N lU t v�RTICAL B K D CONCRETE St�M WALL fi'�R O P�'�N � ,�j� 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 1U0i21C ARE THE RESPONSIBILItI' OF THE BUILDER O 70P OF SLOPS AND CIVIL/Cx�Ot�CNNICAL ENC�IN�ER. Z � �' s' 9' •a � 12' oc am' 3' a' 6'I'-s' s' 12' +5 a Io' oc 4'-9' 7' 4' s'I'-Ire s' 12' S � 9' oc 6'-3' 1�' 1-3��' �a � SIMP50N NDU2 OR NDUS � JSHEATHINGI�., V ' ` < S' WALL VERTICAL AT 1-3/4" FROM FACE O � � ° 2OVER SLR 3 �I/3 BUT ND NOT > � - HOLDOWN PER PLAN FRAMING UNLESS A GEOTECHNICAL REPORT 15 PROVIDED To EXCEED 40' MAX w LL CONCRETE (f'c) - 2500 psi HORIZONTAL RE5AR HODGE ENGINEERING TIE SEARING SOILS ARE ,ASSUMED O RE8,4R (f) = 60 ks i # �� 4 RE5AR AT 1O Oc ON 2 a � 1/4"x(o" 5D5 SCREW AT 16" TO 5E 1500 P5F OR 2000 P5F. WHEN PROVIDED, FOLLOW ,�551 901L= 250 cf # TOE 01= SLOPE O P � p � � RE��R 1=0R TOP O.0 TOP PLATE TO TRU55 � ACTIVE SOIL = 35 pcf # REINFORCEMENT a ALL DIRECTION 01= THE CAE OTE CAN I C,4L REPORT. SOIL SEARING = 1500 sf 2 ,� SPLICE 30 1=oR ° oTTOM CORD O p �\ o RE5AR, 38 OR $5 RE5AR U5 N/2 BUT NEED NOT WITH FOOTING RE5AR ° � 6IMP50N 555/044 ANCHOREXCEED 15' MAX W 5 TOENAIL TRU55 To TOP a O 3 #4 HEEL RE5AR S 12" O.C. PLATE WITH (1) lad AT l(o � FACE OF STRUCTURE 0 O D (S'-10' WALL VERTICAL6 6IMP5ON 66T51(o OPTION N CENTER 1-3/4" FROM 501L FACE) � ACK1=I WITH 12" MINIMUM F � FOR HDU2 APPLICATIONS O CE �� O LL FREE HGA10, LTPS, OR A35 AT 2 0C DRAINING SOILS. 12" 01= DRAIN � � � LLL a. MUD51LL W1 ANCHOR 5OLTS 32 O.C. ,�LTERN,�TIVE TOO . 4' a � � FILL W/FILTER FA15RIC PER PLAN NOTE 4 SDS SCREWS (0 0 2 5 KEY (NOT REQUIRED IF 5LA5 � a NOTES LL PRESENT AT FOOTING) a a a a(I)DOUSLE STUD UJ/ lid 6 l(o Now o -INSTALL SCREWS UPWARD �, c � �, 4• O.C. OR (2 )So1 a S O.C. �, L O 1=00TINC 12 MIN LOUJ GRADE a THROUGH TOP PLATES INTO � _ � � � Q '� � o d f I v ca•L cn .o ao �'� W cn-� QcLC . 5ELOW GRADE 15 NOT a � � a4 . N RIM I WHEN o CENTER OF 50TTOM TRU55 � � w 0 J � L .� ) � Cu O R REQUIRED W E O ._ REQUIRED I SL,� PRESENT o o - > _ %j�� //�� _O • 5 A ON A o � ° CORD, c6ON � O'er—�OU�OO d L DE —Na) 200)q-- 1=OOTINC TO �E,4R ON FOOTING RE5AR 04 Q 10" O.C. -5RACE TRU55E5 PER 5C51. l - � L N UJIT�-I 3" COVER nor 0 ��0 �Q�a)c FIRM UND I STUR15E D o a) o 4CO R MANUFACTURER •0) Z CNc'c �La NATIVE 501 O 'SWAY A TO MATCH � i E T C N(a a)�� m L R S KE RED fit FOR 5RACINCH REQUIREMENTS. Q •- 0� o n �, N 5 ENGINEERED FILL VERTICAL RE15AR 5FACIN:i C Q U U U(a -0 0 a)ca. (a A N N N 2'� N N 15C 1801.22 26 r22 rl 8 15C FIG 1808.1.1 14 UNIREFIRAINELD CONCRETE WALL - 40 FF SURCHARGE - 201a 15C D2 HDIJ2 HE)U5 CONNECTION D2 GA5LE ENE) TO SHEAR WALL ATTACHMENT D2 FOUNDATION CLEARANCE FROM SLOPES D2) 8 o •_ 1 FASTENER PER PLAN a� � � 0 ao� � DRAINAGE - EXTERIOR GRADE5 ,ADJACENT TO THE WALL5 OF THE MOUSE ,ARE TO 5E SLOPED ��; ° 2 STUD To MATCH GIRDER PLY (U.N.O $ � � j (2) 2x4 LAMINATIONS UJ/ (1) 1 (5) l(od NAILS STAGGERED AWAY FROM THE STRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS AT OR ; z ° ° oN ENGINEERING 5WEETS) � � . � o � N ROW 01= STAGGERED 10d ,�T E�4C�I SIDE 01= TOP ° ° H. CY) = ._ = �� E3F— F—LF—VATION ARF_ -COMMON WIRE NAILS m 12'oc "MINLgP�Lq PLgtE SPLICE. WALLS OVEREET IN NEICsHT.ARE TO GONSIDST OF RIGID PERFORATED 4EPVG PIPE � SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LE55 THAN 5% FINES. PLACE 0 � �2 (2) 2x6 LAMINATIONS Wi (2)2 spl/cF O (3) 16d NAILS STAGGERED 4 0 A NONWOVEN -GEOTExTILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE s ROW OF STAGGERED 10d AT EACH sire of eorron 0 9 REMAINING WALL 5ACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE - COMMON WIRE NAILS a 6'oc PLATE SPLICE. 2 THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE EACH siDE 3 O3 (2) Ibd NAILS g 16' oc INTO BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. (3) 2x4 LAMINATIONS W/ lU � 4. STUDS I' s 2-1/2'O BOTTOM OF THE FOOTINGS THE LEVEL OF THE PERORATIONS IN THE PIPE ARE TO BE AT THE B �' RO � UI OF STAGGERED 31Dd COMMON WIRE NAILS a i6•o 04 sinPsoN 36' C514 MAY BE 51MP50N LGT2 5IMP50N MGT W/ HDU AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW GRAVITY EACH SIDE USED IN LIEU of NAILING AS DISCHARGE AWAY FROM THE STRUCTURE. THE PERORATIONS ARE TO BE LOCATED ON THE — �-� (3) 2x(o LAMINATIONS W/ (2) wDicatED.tNOT sNowN FOR CLARITY) LOWER PORTION OF THE PIPE. NDO 00 �,� ROWS OF STAGGERED 30d I -In' 2* COMMON WIRE NAILS 8'oc a RETAINING WALLS OR BASEMENTS WALLS ARE TO BE 5ACKFILLED WITH A MINIMUM 12-INCH o EACH SIDE THICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 6001 I-12' OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS NOTE: PLATE SPLICE (EXCLUDING THE FIRST I FOOT BELOW THE SURFACE). THIS DRAINAGE MATERIAL IS TO TIE INTO I APPLIES WHEN No OTHER -r-I -r-I N N -r-I b� N Ht: t-UU I I NCB !J1'C,4 I N 5 T 5 I t:I"I, � �t-'� i c.t i � i Nv i c.,,y i �v. � �' I I I I w,aLLIEs sasm as sir�soN STRONG ne FASTENER 5CFEDULE. BUILDER TO FOLLOW ALL MAMFAGTUl REQIIIREPENTS FOR FASTENER INSTALLATION.ROOF AND SURFACE RUNOFF AIRE N07 70 BE DISCHARGED INTO THE FOOTINGDRAIN 5Y5TEM J �JJ AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN 5Y5TEM. SIMPSON vc�t DOUBLE INSTALLATION SIMPSON YGtR/L 0 27 pgZ�g ggg � 4 23 19 W1 (2) Houa. U!/ HDU4 15 JD CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE FOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 TRUSS UPLIFT CONNECTORS D2 Q � � O WALL FRAMING I► � y � 28 �� 2 �O EXTEND STRAP ON PONYLn � MANUFACTURED ROOF - ' 2(1)3/4 t�C� FLOOR. O �A�� t0 FLOOR ABOVE j I/2" MIN FROM CORNER � C� m • � O t WITH ENERGY N O UJI7N AN MSTC�2. O � _ m RUSS lU E ERCx DEL � CENTER STRAP ON Q (IF PRESENT) 3 O ad 6 4'0.C. JOIStS AS SHOWN � J � O O 2 .5- SHEAR WALL NAILING PER � 4A o °, O �I) �4 RE5AR MAY BE � � J O PLAN (o O3 TJI PARALLEL OR 7J1 O3 WHERE FOOTING SECTION o � � FOUNDATION RE5AR OR J � BLOCKING SFC7'ION . � 'A' IS MORE THAN 8' , o o,o � POSt TENSION � Q � w O 7/16' OSB OR SMART SIDE 3 �. PROVIDE �' CSI6 EACH ° ° PANEL BLOCKING W/ ad � 4)ad 6 4' O.C. StACxCxER SIDE OF SPLICE W/8-16d ° o O ° �° � 3 2�' MIN REBAR L�NCx7N � � Q 6' oc INTO DOUBLE TOP SIDES. NAIL tNROUCzI� TOP � a .� COMMON NAILS o 0 0°, � O PLATS 8 TOPCHORD BIRD OF FLANGE. DO NOT � 5 0 0 0 °, _ � �I' LLI O TOP PLATE SPLICE LINE NOtE: NOLDOIUNS At �i'ERSPECTIVE INTERIOR PERSPECTIVE EXtEi�IOR BLOCK 7J1 TYPICAL LADDER BLOCKINCx t0�-NAIL GR4pF . , .a � � o o � �0 (4) CORNER ARE SPACED (4) ROOF SHEATHING PER PLAN SHOWN lU/ tJl 8 2x O(3) lbd NAILS � ° . � Q.aa�: � O l2) 2X PLATE o o � I/2" FROM EDGE. UJ/ ad 6 6' oc INTO BIRD a � o � O � = ��. BLOCK BLOCKING. . • 2 . - ' � O 2X4 FLAT a 16" O.C. d .. ° ..... .. � a Q O O O NOLDOUJN PER PLAN o 0 0 • -' � °. :. .� ° 2UlPONi WALL SHEATHING � � � 3 .� � � O CLEAR SPAN 11' MAXIMUM. � v SIMPSON Nl CLIP. TYPICAL O �3) Sd NAILS �ACN AND � • � � � FOR TYPE i�J NOLDOIUN ° � �� �o SHEAR 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 OFLOOR 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 16' O.C. OPTION � . � � . . ..� O �IDU NOLDOl1JN WIND SOFFIT MATERIAL � °.� `. �a, (WHEN SPECIFIED) O (2) ad NAILS a 8' O.G. OR �0 2 (IF PRESENT) o , ° � �� � a � � sr � SCUD PUCK OR POSt PER � 16d 6 16' O.C. EXP. B 9� MPH SEISMIC DESIGN II � SkVzon Strang -Tie � . $ . , � TN PLAN D BUILDER t0 DETERMINE5THE) CATEGORY D CHIa � . �N 6 TALL STEP TO RETAIN IF StND OR StND/RJ IS ROOF SNOW TRU55 SECTION r28DIMENSIONAL lU/ SIMP50N A35 DIMENSIONAL TYPICAL 24 �,�„� 48' SOIL MAX 20 APPROPRIATE. ROOF LOAD 25 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 1 � THE TRUSS DESIGNER'S GABLE AND BRAG ENG. P.E. JOIN N. 1 DETAIL TAKES PRECEDENCE. USE THIS O DATE DETAIL IF THE TRUSS DESIC�NER DOES N07 2x6 MINIMUM BLOCKINCx �3•11 BETIUEEN TRUSSES OR �4 .4 ROOF TRUSS PER PLAN (D FOOTING SIZE ANDPROVIDE A C�ABL� AND BRAG DETAIL RAFt�RS, NAIL ROOD REVIEW O ROOD TRUSSES PER PLAN R�84R SCNEDUL� SHEATHING 70 BLOCKING ZACK C. � O 2x BLOCKING � O SIMPSON DTC 6 16' O.0 FE R FL AN UJ/ ad 6 3' O.C. ANALYST WITH NO GAP, TRUSSES 2 2 (6) Imd NAILS JOE G. OInd 6 O.C. FOR 2x BLOCKING BEAR ON TOP PLATE O TO TOP PLATE. O POST OR STUDSSHEET O 5 3 (s) >(od N,aiLs O 2x6 DIAGONAL O ROOF SHEATHING PER PLAN OR (3) I/4"x4-1/2' SDS/ PAR LAN o 0 0 3 BRACING SPACED 6 12" +� X tiMB��oK sc�u�s 2 I O WALL SHEATHING PER PLANFOOT O.C. ATTACHED UJ/ (3) O INCso 6� ° ° sa 6' O.C. FOR SHEATHED 2 3 � 2x� ��at a 2a�" O.C. SE PLACED 5ELOW 16d NAILS O WALL PANEL 4 O 2x6 BLOCKING W/ THE CONT INUOU5 � 2 O SIMPSON CxB(INSTALLED IN PPAIRS)C 5 OF , SHEETS � 2 TOE NAILS ON ONE SIDE 4 � O (6) lmd NAILS FOOTING, IF � PROJECT NUMBER I TOE NAIL ON OPPOSITE SIDE PER BLOCK PREFERRED O DOUBLE TOP PLAN 240110 OF EACH RAFTER OR TRUSS O MAINTAIN 1/8' t0 1/2' 3 �--- O S�IEA7�1 SOFFIT WITH OSB Cx�4B B�tlU��u LATERAL ,���� O GABLE AND TRU55 BRACE AND TOP PLATE (a) 2x4 BOTTOM CHORD ��W w� Rn 4 O MAX. 1-I/4" GAP o�TRUSS BRACING 8' P 'tip O 5E7lUEEN TRUSS ° MINIMUM 6 48' O.C. ALONG AND TOP PLATE WALL BELOW. ATTACH t0 � 0 II MAX—dA 7l EACH TRUSS 378 6 TRU55 IN LINE CONNECTION TRUSS OFFSET CONNECTION � Ul/ (2) 16d NAILS o,.Fs-rE��'G��`� �J SS/ONALEN r29-' r25-' GHT .a 21r17`I-IODCxE � COPYRICx NEORI0NCx INC. DIGITALLY SIGNED MR HEEL TRUSS WITH SOFFIT D2 5HEAR WALL TO PARALLEL TRUSS D2 WIDENED FOOTING (OPTION) D2 C�,48L� AND 8��4CE D2 ��,-���W'T�A,��$ CERTIFICATE. ,� ALLOWA15LE UPL IFT5 FASTENERS �F/SP SDWC SCREW 455 HI 425 H2.5A 535 HIOA 1015 HlOA-2 930 LGT2 (2)PLY 1620 LGT3 - 5D 52.5 (3)PLY 2 505 LGT4-5D53 (4)PLY 2920 MCAT (2 )PL Y 3300 (1)VGTR/L (2)PLY 1(000 (2 )VGTR/L (2)PLY 3990 (1)VGT (2)PLY 3555 (2)VGT (2 )PLY 5110 (2 )VGT (3)PLY 6400 HGT - 2 (2)PLY 6465 HGT-3 (3)PLY 9035 HGT-4Y 13250 42 / 38 34 0 PERSPECTIVE 51DE VIEW PERSPECTIVE O SHEATH ROOF UNDER OVERFRAM ING )MANUFACTURED OVEizFRAMING TRUSSES O ROOF SHEATHING PER PLAN O VENTILATION ACCESS PER BUILDER 22-1/2'x48' MAX DIMENSION. O ViCR CLIPS w/ SD CONNECTOR SCREWS. 48" ON CANTER EACH WAY EXAMPLE OVERFRAM INCH 30 STEM 10" FOR 2x4 WALL WALL 12' FOR 2x(o WALL FOOTING I, 22' O2x a 16' cc O GAP PER DESIGN O PRESSURE TREATED MUDSILL lU/ 5/8' ANCHOR BOLT SPACING PER PLAN. 04 RE5AR 4" FROM TOP. 04 HORIZONTAL RE5AR 5PACED 6 12" cc O SLAB ON GRADE PER PLAN O (2) *4 RE5AR 6 BOttOM OF FOOTING - 3" COVER VERTICAL #4 RE5Al;R Q 24' O.C. EXTEND TO 3" CLEARANCE FROM 501L AT 50TTOM OF FOOTING, EXTEND 14" MIN INTO STEM WALL. TYP (UN.O.) 42 38 34 30N� D3 D3 OVERFIRAMING qD3 �OI�ND�4TION �OOTINC� �4T P�RT�' UJ�LL D3 43) 39 35 31 3 IO TRUSS PER PLAN SHEATHING PAR SHEAR U1,4LL SCHEDULE 1/16 OSS NAILED lU/ Imd NAILS AT (o' O.C. .4 O 2x4 VERTICAL SUPPORTS lU/ (50 Sd NAILS INTO TOP AND BOttOM CHORD. (BOTH SIDES OF TRUSS) 2 O Nl CLIP A7 EACH TRUSS O I' GAP BETWEEN ROOF SHEATHING AND TOP OF LATERAL BRACING ALLOWED FOR VENTILATION r4�3 39 35 31 D3 D3 D3 CANTILEVERED TRUSS LATERAL 51RACING D3 44 40 36 32 (i)TRUSS PER PLAN 44 40 (36 D3 D3 D3 45 41 37 O SHEATHING PER SHEAR WALL SCHEDULE O 2x4 VERTICAL SUPPORTS UJ/ (5) Sd NAILS INTO TOP AND 507tOM CHORD. (507N SIDS OF TRUSS) 1/1(o' 055 NAILED W1 10d NAILS AT (o" O.C. EXTEND SHEATHING TO TRU55 TOP CHORD/ OR FIRST WE5 INTERFERENCE O NtC CLIP At EACH TRUSS O AS AN OPTION BUILDER MAY USE LATERAL TRUSS BLOCKING DESIGNED Bl' THE TRUSS h1FR IN LIEU OF EXTENDED SHEATHING. 0 INTERIOR 6HEAIRWALL EXTEN61ON THROUGH PERPENDICULAR TRUSS 33 IO SLAB THICKNESS PER PLAN O NOLDOUJN ANCHOR PER PLAN O (2) *4 MBAR WITHIN 4' BOTTOM OF THICKENED FOOTING (4) ANCHOR BOLT PER PLAN .aJA y 3 O HOLDOIUJ PER PLAN THICKEN FOOTING FOR ¢ 2 a Q° HOLDOUAJ. 3' MIN CONCRETE COVER (D 1-111 111-11 M I Mi I Mi I IE EEI I JEEI I JEEI II d- I Ed I Ed I I III III -III III, III III III III III 19100 ���������r ���"W NUMBER OF FLOORS UJID7N THICKNESS SUPPORTED Bl' FOOTING OF FOOTING OF FOOTING 1 FLOOR 12' 6' 2 FLOOR 16' 8' 45 41 37 3 FLOOR loll $N 33 D3 D3 D3 INT�i�IOi� STi�I{� �oOTINC� 6ECTION- 7D3 00 z 0 W w F -4 milmoll L 0 wI ramo + Q 0 a' U U N L O 1-0 N ca •L a) � a) O O a)�5 w ���QLU�c L L jS O C U f6 a) N V 0)-C- � O V C 0 0 N N Q -0 C a N a) C Dui+, a) 2a) 0 0 c� N L c cc � a N z O U N� '� � Nc � 0 � N� �wCL Q � N a _N Q U U •� U a) M j, O 2 N C a 0 a) N (0-0U a -0 E s a a2 $�$ L- -8 a) _ o � •� �chcnc�a o u _,d NOW ti) BUILDING CODE 2018 I5C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSG ENG. P.E. JOIN N. DATE 03.1124 REVIEW ZACK C. ANALYST JOE G. SHEET 6 OF , SHEETS PROJECT NUMBER 240110 moo COPYRIGHT cQ2024 I-IODCxE ENGINEERING, INC- THIS. 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 M411191" HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. 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 PSI-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 03.1124 REVIEW ZACK C. ANALYST JOE G. SHEET 7 OF , SHEETS PROJECT NUMBER 240110 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