Loading...
VS 2 Primary ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230270 FOR: RUSH RESIDENTIAL PLAN: YELM PRIMARY RESIDENCE SITE CRITERIA SIMPSON PRODUCT DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) 561x30' U.N.O. CATEGORY D2 4 OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x(o MIN. RESPONSE S1 RESPONSE SS I BLOCKING RESTRAINT AT 25 PSF 1 97 MPH B D D II <15% NONE NONE 12" 0.42g 1.44g 395 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 50U,46H BLOCKING O STUDS) FOR POINT LOAD FROM ABOVE O SQUASH 5LOCK(6) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. IF NEEDED - USE DETAIL 26/D2 FOR STEM WALLS OVER 48" UNLESS NOTED OTHERWISE 26 27 \,-D2-A D2 DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION 5THp 14RJ ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS - MODEL NUMBER I II ANCHOR BOLTS NAILS SCREWS CAPACITY* HDU5 - HF MEMBER 4340* N/A (14)-6DSJ/4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" I MIN. HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 2l2' TO (2) STUDS 5ST525 OR SB 7/8'x24 HDU8 - DF MEMBER 7870* I MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 561x30' U.N.O. HDUII - DF MEMBER 9335" D2 4 I HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' URO. HDU14 - DF MEMBER 14445* I BLOCKING RESTRAINT AT POST PER PLAN 5THD14/5THDI4R) - 3500* (2) STUDS W/ (30)16d N/A N/A M5TC4853 - 3900' PER MFR N/A N/A MSTC6653 - 4490O PER MFR N/A N/A C514 - 2490" (18) 8d EACH END N/A N/A HOLDOWN NOTES: (U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMIW3 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-SIMRSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) 3/4" T4G UNBLOCKED PLYWOOD OR 058 GLUED AND NAILED W/Sd @ 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) 10'-102" S'-7" 8'-62' / 'I STHD 14RJ +'D lry ------dry — — — — — — — — — - 5THp 14RJ ----=---r----------i--- 5THp 14RJ —— — — — — — — — — — — — — — — — — —— — STHp 141RJ 5THD 14 4 -T -IH 7STHD14 5 5THD14 24 �2 6+6 OD1 D1 W/ S' STEM W/ S' STEM AT PORTAL 1_0 AT PORTAL FRAME FRAME 2'-6' 12'-3'RO 2'-6' 28'-0' DO NOT 6C,4LE(1/4" =1' ) STEP FOLLOWING GRADE FOOTING PAD SCHEDULE I 1500 PSF SOIL BEARING - MEMBER I II O20oR24 ® — — — — — — — — — — — — — —= — — — — — — —Dg-1 12D1 2BK CAPACITY OR 4.0K CAPACITY 24 24°x24"x6' W/(2) *4 EACH WAY ,y+"zpl 2 24I I I POST PER PLAN I I 2x10 HF02 @ I6°o.c. (MI) u- + + * SWI I I LA 4 I 20 5.5K CAPACITY GIRA JL&EACE e e I C5I4 D2 4 I 1 24 24 I I I D1 I I BLOCKING RESTRAINT AT POST PER PLAN 42 I I JOIST END & EACH I in I 16SK CAPACITY I I INTERMEDIATE SUPPORT -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY I 1 (SEISMIC ZONED 8502.1) @ e n I I 2 I CAPACITY r I I 33K CAPACITY -72"x-72'xlro" W101) *4 EACH WAY ry+� 24 24 1 I POST PER PLAN I ti� I I TO FOOTING W/ S2MA35, OR MB1�B B U.N.O. A Q I �� 3-1/2"x11-1/4" 2.OE LVL (M(0) ----- —— — — — — — — — — — I MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES I r-------------------------- m I I i DBL JOIST I I li'-3° I I I I >� � DBL JOIST 1 I I I 1 m I I I I I I I I I I I II I I I I 2x1O PF*2 Q 16"o.c. (M2) I I I I I1 I I 1 I PROVIDE BLOCKING AT 1 I 4' CONCRETE SLAB I I ry+" ALL BEARING LOCATIONS 1 I SLOPE GARAGE 5LA5 TO A DRAIN OR I I I VEHICLE ENTRE' DOORWAY. CONTINUOUS I 1 I I (3) 2x10 PF*2 (M3) I I FOOTING W/ (2) 04 REBAR AT DOOR OPENINGS. I I I I (15C 4062.4 - GARAGE FLOOR SURFACES) I I I 6 6 I 3 I I I I I I I I 11 I D I I I 10 2x1O 2x1O HF*2 0 16"o.c. I I I I 10 I I I �1�+ I I I �------------� I 23 I I I I NEI N1 Ll�� ryl + +e l� N — — — — -------------�6-- 5THD 14R�J I —— — — — — — — — — — — — — — — — — —— — STHp 141RJ 5THD 14 4 -T -IH 7STHD14 5 5THD14 24 �2 6+6 OD1 D1 W/ S' STEM W/ S' STEM AT PORTAL 1_0 AT PORTAL FRAME FRAME 2'-6' 12'-3'RO 2'-6' 28'-0' DO NOT 6C,4LE(1/4" =1' ) STEP FOLLOWING GRADE FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION MEMBER 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2BK CAPACITY SNOW OR 4.0K CAPACITY 24 24°x24"x6' W/(2) *4 EACH WAY ,y+"zpl 5BK CAPACITY EXAMPLES l�� POST PER PLAN 30 6HEARWALL DESIGNATOR * SWI HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DESIGNATOR STN0I4 ® 5.5K CAPACITY 12KS14 C5I4 DETAIL GALL -OUT POST PER PLAN 1 36 D1 36'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' U!/l5) *4 EACH UJAY 16SK CAPACITY POST PER PLAN -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' UJ/(7) *4 EACH WAY 2 I CAPACITY 60'x60'x14' UJ/(8) *4 EACH WAY 33K CAPACITY -72"x-72'xlro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35, OR MB1�B B U.N.O. A Q REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM LEGEND POINT LOAD KEY MEMBER RX FACTORED DLIV EAD 2.0 6.0 SNOW 3.0 STUD/COLUMN DESIGNATOR �' ,y+"zpl EXAMPLES l�� 6 6HEARWALL DESIGNATOR * SWI HOLDOWN/STRAP DESIGNATOR STN0I4 NDu� 12KS14 C5I4 DETAIL GALL -OUT 1 D1 Digitally signed by John Hodge Date: 2023.06.30 12:08:19 -07'00' o a m m iu w m o a n d �y Lu wrna m c'6 J E�c0�co�`�� QL a Y/ C 2 d C° C E C CD C LA D a O a E N O _ N Z C C T N t m oE a N E m m m C m Q = C M.2 a Q U U N = N C U N ` C O C OU W -I•I v Ln �� yM Z h co 4A4A 4A 00 o0: Oo W Q v 0: 11 Lu W BUILDING CODE 2010150 WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN N. DATE 06.30.23 REVIEW zacK c. ANALYST JOE G. SHEET S1 7 OF 7 SHEETS PROJECT NUMBER 230270 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230270 FOR: RUSH RESIDENTIAL PLAN: YELM PRIMARY RESIDENCE SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M DETAIL CALL-OUT CATEGORY 1 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.428 1.448 395 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI VAIL 5HEATHING TO ALL AMING MEMBERS USING ad W/ 3' GRID PATTERN. 4x8 DF*2 (U l NSTALL 5IMP50N L5TA STRAP g BACKSIDE ROWS Ibd SINKER m 3'O.G. I VI\ I me — I I\r—el I�— PER DETAIL �/Dl � OUJ� GOOF � U1= 1= E fR f=LOOfRf=fRA IIN AVIfiY LOAD ENGINEEfRING_ DO NOT 5CALE(1/4 11 = V) TYPICAL AT ALL GABLE ENDS ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U WHEN RAISED HEEL TRUSS LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � �' DESICaNAtOR ry+" Q�' EXAMPLES10 SHEARlUALL DESICsNAtOR � o°a HOLDOUJN/StR4P DESIGNATOR STNDI4 va (zx.6ws c514 DETAIL CALL-OUT 1 D1 PROVIDE ALL FINAL SHOP DR4WINCs5 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 00f= f=fRA IING GfRAVITi' L041D ENGINEEfRING DO NOT 5GY4LEN/4 11 = V) ENGINEERED U51NG BUILDER PROVIDED ("IFR ROOF TRUSS LAYOUT COMPLETED BY THE TRU55 CO JOB NUMBER J1143310, DATED 062423. CHANGING J015T5 INVALIDATES TFIIS ENGINEERING rl'5' TRUSS FASTENER SCHEDULE: D2 A35 g 32' cc OR 5DWC 6 g 16' OG. (TYPICAL AT ALL GABLE ENDS) NI - TYPICAL AT ALL TRUSS ?0 PERPENDICULAR TOP PLATE LOCATIONS IUN.O> 12JN2.5s - TYPICAL AT ALL MULTIPLE PLY TRUSS 70 PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) PERMANENT 5R4GINCs PER BGS( 00 0 Z 0 W w F -4 milmoll rll- L h�0 wI rte3 Q 0) -'- N 0 tO rr U N 7'0N fii •L a) C3)aa LJ.I ) O a) O cLU ��Q�o L L cc O C (: CU a) N V O' -C-O V C 0 0 N N Q Q C N N 0 f6 ~ N a) U L L U ac7C)M qui+, a) tea)°>.Ca) 0 0 c N c Ecc t N z O U (a N '� N 0 � 0 N QE �c�u,a�i��a) Q U U C U 70 aa) j, O NC LO 'C a) a) N 70 U Q 70 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN N. DATE 063023 REVIEW ZACK C. ANALYST JOE G. SHEET z OF , SHEETS PROJECT NUMBER 230270 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230270 FOR: RUSH RESIDENTIAL PLAN: YELM PRIMARY RESIDENCE SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M 551x30' U.N.O. CATEGORY (HF x 0.93) SU11 OWNER PER OWNER OWNER Is ' O.C. 16d 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.428 1.448 395 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES Ftao I I FTAO MAIN FLOOR LATEfRAL ENGINEEfRING DO NOT &CY4LE(1/4 11 = V) SNEAtN ALL EXTERIOR WALLS AS CJUj UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENT5 TO BE 12' MINIMUM AWAY FROM HOLDOWN5 3'o.c. NAILING - CONTINUOUS SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS ]ROOF 5PEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCs (UP t0) THICKNESS ANCHOR BOLT 40 PSS 1/16' 24/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST U11TN EDGE SUPPORT. R5032.I.IfU SHEAR WALL NY41LING SCHEDULE 11 ed = 2-1/2' x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT I CAPACITY(PLF) SHEAR WALL APA RATED SPACE a 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE 5EI5MIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE Sd Is 6' O.C. 2x STUD Is ' O.C. 16d 6 (2)16d a 16 IO.C. 5/6' a 46' O.C. 1/21 a 36 1 O.C. 2601365 5THD14/5THD14RJ - 3500* (2) 5TUD5 UJ/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR 5u12 1/1(01055 ONE SIDE Sd a 4' O.C. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8' ,s 40' O.C. 1/2 281 OC. 360 / 532 N/A N/A or SU13 A 1/1(01065 ONE SIDE Sd a 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/8� 24' O.C. 112's III O.C. 41301685 sup A 1/1(01055 ONE SIDE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 Sud A 1/1(01055 50TH 51DE5 ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' tv 12' O.C. 112',s 8 O.C. 980 / 1310 5HEAR WALL NOTE5: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON THE OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLT$ NAILS 5CREW5 CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* MIN. U� HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 1 HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* 5THD14/5THD14RJ - 3500* (2) 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 - 2490* (18) Sd EACH END N/A N/A Uf=f=EfR f=LOOfR LATEfRAL ENGINEEfRING_ DO NOT &CALEN/4 1'J SNEAtN ALL EXTERIOR WALLS AS CJW1 UNLESS NOTED OTHERWISE. HOLDOUJN NOTE5: (l) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 51MP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEVD Z.O 6.0 SNOW 3.0 SCUD/COLUMN � DESIGNATOR EXAMPLES U� SHEARUJALL DESIGNATOR ml SwI� O HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL GALL-OUt 1 D1 00 Z 0 W w L cc fii •L N N O N O cLU � IOU � C a) CL 8 i6 J L i L c O c c V � a >�70L-ooc�. O N f6 N N V O V c 0 0 a z:3 a@L f6 ~ O N U L L U c c o 0 -ca N'0 c E E Nc � 7COO a >, O OQ O E c i Q :3 N a � � a) Q U U U-0 N j,O c a o a) a cn N -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 063023 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF , SHEETS PROJECT NUMBER 230270 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, ING. 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/ 1/8 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 1=STEN SPIE �4T�1 ING TO �IE,�DE lz 2 4" OF MID - NE IGHT ONE ROW 01= STRAPS LOCATED 1/3 ,�UJ,��' � ° o ° � � MIN GAP. EDGE CLIPS z oI d I° TYP. SHEATHING TO FRAMING � RECOMMENDED FOR 24/1 FROM TANK CAP AND S,�SE. 3 ° d ° UJ/ ad COMMON OR GALVANIZED � I I NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX N4IL5 IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC z of g 2 0 0 to II 5LOCKING IS USED, THE 2x4'6 •: MAXIMUM SPAN 2� INCHES 5 AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ANCHOR INTO O 01 � 0 1° MUST 5E NAILED TOGETHER WITH pC 2X STUD 4 PLACES °� 00 ° ° ° ° ° 0 o 0 0 0 ° o ° ° 1=1z,�MING (STUDS, 5LOCKING, � ad NAILS 6 (o" O.C. AT °° °° °°° °°°°° °°° ,�NDSILLS)T'�P. (3) l(od SINKERS. II 010000 000 00000 0010 51RD5LOCKING 2 DRYWALL PER PLAN ° ° ° ° ° ° ° ° � � � (2) CONTINUOUS 04 RE5AR AT oIo 0 0 0 0 0 0 0 o 0 0 0 0 0 0 oIo SHEATHING SRE,�K ,4 OP A O ADR FOOTING. •• 010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 • �01 2X STUD WALL 00 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 o UJ/ TWO ROWS OF 16D SINKER :. ••• EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� W 3 I I NAILS 3 O.C. T�'P. TO TOP OF DOUBLE TOP 3 �, o0 009-0-0 00 12 O.C. �o VENT FLUTE - 010 1�3 ® 2 ° ° (BACKSIDE) (BACKSIDE) (BACKSIDE) ° � 0 10 L5TAla STRAP (5ACK51DE). USE j • PLATE° 010 o 0 oIo LONGER SERIES To EXTEND To sISTEM U�LL 010 01°I° °I° REQUIRED °°° °° � °° ° ° ° ° ° TOP OF PONS WALL, IF PRESENT. SIMPSON H1 EACH TRUSS ANCHOR 55E TO WALL °I° I o°I° OR RAFTER °olo olo 1" 0DESIGN VALUES INTERPOLATED a • PERPENDICULAR TOP o FROM APA TT-100H TA5LE 1 - z _ .. .. .. .. .. PL,TE INTERSECTION UN.O. • • • • • x :: :: :: :: :: FOR NARROW PORTAL WIDTHS (2) H2.5A FOR MULTI PLY .. .. .. .. .. PLAN VIEW :: :: :: :: :: • . • . • . • • • • • • � MIN. (2) 2x� (,ALL DM) OR (2nx� • .. .. .. .. .. 3 MFR TRUSSES 6 24" O.C. W1 70 .. .. S .. 8 .. 3 8 :3 q- c 2 II • • PLAN 8001= SHEATHING = � � � � � o N 1/1 055 SHEATHING MIN. ~�' .. .. .. • . NAIL W1 ad 6 6" O.C. FOR `� n��N�° ��o • i • i i • i • i • • • • i 4% N O i ' .. .. .. ..If ..If5THD 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 G 2 O O 0 0 0 0 I o 0 0 0 0 0 0 0 • • • j L N N ~- Z .O. d• .O. IL •0• •p •0• •p •0• ' • I y u> +' N N >, c S' STEM WALL HEADER EXTENDED OVER °' ` ° c i6 O O N U i i U C Z. _ — — o REQUIRED SHE,�RUJ,4LL • . ' • SHEATH ,ALL GA5LE ENDS � _ = o � � Q � 9 a 9 4 f e f o a) O � a • , ... ... x � 'gin c >, a v O ° N c v.A d. p. o.o p. o.v E LL z c N m O 0 a •v v, o O v, o O O t U N L N A v o e o All e II •• U51NG 5W1 5H A WA �� N( c' E c —— a. o ,�NCHORSOLTUJ/IEMBED L� o • a o —'' SECTION II II II p ���0��N,N SCHEDULE Q o v' av �• ay. v 4• �� vo o. oo oo , W1 MIN 3 x3 x.229 PLATE WASHER _ � _ C-) . L O cc O C N ri 0 IBC FIGURE 2308:652 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o (:D 4x4 P05T UNO. GUSSET a GIRDER SPLICE. / 1(Od 2x SOLE PLATE TO RIM , P.T. POSTS 1F LE55 THAN S" FULL DEPTH GUSSET EACH UJ/lid PER SHE,4RUJ,�LL W a / �� 3 1 CUT TOP PLATE OR DROP � SCHEDULE �, 12 FROM 501L s IDE (10)104. MIN 4X(o POST o SEAM DO NOT CUT SEAM / S II $ .. $ II g ad 'm � o.C. 50TTOM PLATE _ • � 3/� T �G SUSFLOOR ad NAIL j TA OST CONNECTION: 2 II � o � 2 DoUSLE TOP PLATE � LLPAND GLUE To JOISTS. STS. ® Root= FRAMER PER Roof= To 31� FLOOR SHEATHING ING o M � � a o 21 GU55ET ONE 51DE ONLY FRAMING DETAIL ,�N F CORTO IM . • � O.C. @ PANEL EDGES ® D L R • . SIMPSON 5T22 OR 22 C514 WIDTH OF POST W1 (S)10o1 2 � u 10 O.C. MELD NAILING. � 3 FLOOR JOIST . UJ/(18)104 OR DROP SE,�M UJ/ - - I I ® ROOF SHEATHING PER � -8 POST CONNECTION: 5LOCK ALL 5EARING. FACE 2 . Root= SHEATHING 2 RIM To TOP PLATE WITH CONTINUOUS TOP PLATE. - GU55ET 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO . / � STRAP MAY BE PLACED ON - - SCHEDULE l(od AT 8' O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. • 61DE OF TOP PLATE II TOENAIL J015T TO TOP LATERAL 5RACE WI(4)l(od 51MP60N EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • � )PLATE E,�CH SIDE(6) l(od NAILS 8 �_� OR MA5 W12x HF #2 STUDS AT� • � � 12 POST CONNECTION: . 1(0" O.C. (UN.0) W/Sd NAILS ad SHEATHING TO STUD � (2) lid NAILS1�" O.C. CRO55 5RACE WITH 2X4 AS 8 DO NOT CUT INTO 46 r / o � -1--I 3/8, MINIMUM EDGE PER 5HEARWALL 3 SHOWN WKE )1(od EACH END. DEGREE SHEAR CONE OF 5E AM PER PLAN ,ADD 4X4 BLOCK SETUJEEN UND ISTURSED SOIL DISTANCE SCHEDULE � WI(4)1(od EACH SIDE D5L 2X TOP PLATE 4 TOP • � 2X CRIPPLES .: • MID - SPAN STRUCTURAL 1-1/411 RIM PLATE To STUD uJ/(2) •4 1(od Is 1(0' O.C. On • S g PLYWOOD FILLER � 2x STUD (AS REQUIRED) ° � 3/4T 4G 5U5 FLOOR 4� g HEADER PER PLAN/ j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE g / FLOOR J015T PER PLAN(2) lid NAILS�o � (o SQUASH BLOCKS DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL MIN. FOR > (o' OPENING UNO. - CONNECTION PER POINT LOADS � o S SEPARATE FLOOR TO ri i RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •• �o FLOOR CONNECTION J015T WITH (2) l(od CONTINUOUS 11 TOP FLAT / E DETAIL 4A � ... � 2 • •• Q • • S CONTINUOUS uLLHEIGHT D 1 5EAM ANDHEADER VERTICAL 058. SREAK � OO TO � OO CONNECTION 0 5ETWEEN TOP PLATES AND EXTEND DOWN OVER(D2x STUD WALL PER PLAN D • / MUD5ILL FOOTING . / � CONCRETE SL,48 PER PLAN Ln 3 SLocK ,ALL PANEL W • • EDGES NOT LANDING ON W '• — 3 VAPOR SRR I E R � 2x MEMBER PER PL � 1 AN 0 • a', � FOOTING CORNER a TOP/BOTTOM PLATE TO 2x PT W1 ,ANCHOR 5OLT6 � H A A H •'. : � STUDS UJ/ (2) lid THRU � PER 5 E RUJ LL SCHEDULE ,w NAILS TYP. (3) 1(od THRUFOOTING CORNER FOOTING T 5TEMWALL CORNER 04 '-SIFROM FOR 5W3, 5W4 4 5W5 IzoNT4 3 �+ � • 8 f 5 TOP OF STEM AND a6 12' O.C.SHEAR WALLS - Q �• ova d 4d II J II x 0 / / / // // '001 ` 2 STEM SHOWN d \\\\\\\ \\\\ ® � 30 M IN IM I UM LAP SPLICE � 2x PT MUD SILL WITH � '� ,,\\/\\/\\r\\r\\/\\/\\/\ i � \i� II 4 ° _ _ '\//\//\//\/ a #4 VERTICAL DOWELS 6 3� 0 ,ANCHOR 50LT5 PER � � '%moi\ri\ri\/i\/i\/i\ •I �•' . /i\moi\�/\% lo -I- �\/\/\/\r\r \/ �\% O.C. IF COLD JOINT. OF THE VERTICAL RE5AR NOT � SHEAR WALL TA5LE EXTEND TO 3 j. .\�\ a � � / II SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4!\\ •'' \\\\ \ PERSPECTIVE OVERVIEW � WITHIN 12 OF ANY I i\ : /\i��/\�/��,� FOOTING 5A6E. EXTEND J II / �" \\i � 14' MIN. INTO STEMUJ,4LL CORNER) MIN FROM ---? 0/p \� / • A4 a r\\ri\� \�% TYP (UN.0) a ..� EDGE .a i-1 I I— I I—III—III—III—III—III—I 11=� 2 0 SLAS ON GRADE WHERE � (2) 04 CENTERED IN FOOTING122„ MIN / a a / SPECIFIED PER PLAN °J a d• a � BUILDING II � •. D .. • • . . _ • ° ' .. 8 FOOTING AND ROOF CODE 2 015 15C STEM WALL CORNER STEM WALL T •, . • DROP JOISTS WHERE •� ° � MIN. FOUNDATION D IMEN510N DRAINS 1F REQUIRED D SPECIFIED PER PLAN WIND •' • • .. NUM5ER OF FLOORS UJIDTH THICKNESS WIDTH v • SUPPORTED 5Y FOOTING OF FOOT ING OF FOOT ING OF STEM g NATIVE UND 1 STUR5ED 501L EXP. 5 91 MPH D • . D 4 a vlo, 1 FLOOR 1211 (0 II (0 II OR STRUCTURAL FILL PER SEISMIC DESIGN .. a • . 2 FLOOR ls” (Oil (Oil GEOTECH CATEGORY D 3 FLOOR 1811 Q 11 Q 11 a FR06T DEPTH 5Y ROOF SNOW ISc TA5LE 10013.1.� 12 � � JURISDICTION LOAD 25 P5F 8 6 3 CONCRETE CORNEIR5 D1 P05T TO 5IJ5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 5LA5 D1 ENG. P.E. 2x STUD WALL PER PLAN FLOOR JOIST OR � JOHN H. LANDING DRIVEWAY APPROACH PERDATE � 2 314 T 4G SUSFL ooR (UN.o.) � 2X4 LEDGER UJ(2) 104 (o' 1 ARCHITECTURAL SHEETS 06.3023 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' ,• j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIfid COOLER 2 GARAGE 6LA5 PER PLAN Foo I ,�N z,�CK C. L R GIRDER PER PL • II NAILS � S" O.C. OR TYPE ANALYST 4 • . 5-1/2 MINIMUM MATERIAL � . AS- 51W SCREWS e 16' O.C.� FULL DEPTH 5LOCKING JOE G. DIAGONAL 5ETWEEN R15E � � � 3 3 CONTINUOUS RE5AR � REQUIRED �4T ALL SEARING SHEET AND RUN � II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o 2 1(od NAIL 12 O.C.(UNO.) ro 3 UPPER FLIGHT OF STAIRS :_ 2 o CRACK CONTROL) . SUPPORTED ON 3/4 T 4G - 2x PT W1 ,ANCHOR 5OLT5 �.. PER SHEARWALL SCHEDULE ad NAILED O.0 ad NAIL m 12"O.C. ON ,ALL . � COMPACTED 6AND/GR,4VEL � . (0 PANEL EDGES 12 O.C. �: FRAMING MEMBERS NOT ,4T D o D ;\\//\\//\\//\\//\\//\\//\\/r #�• HORIONT,�L 311-511FROM 8 MELD PANEL EDGES (UN.0) _ �/////// z TO OF STEM 12 O.C. bill'cA \\\\\\\\\\\\\\\\\\\\\ i i� P D CONTINUOUS 5UILDING -�,,� �i��/!r�//�//�//�//�// �� 2X4 THRUST 5L OCK W1104 /\\r\\r\\/\\ 24' STEM SHOWN 40 F7 SHEETS ORIENTATION OF CORNER � `� / / / / � ' o FOOTING PER FOOTING ,�\i .\\ice „ S (oO.C. NAIL TO LANDING : - �\i \ ,,' II g STUD MAY VARY DETAIL �!�\ � � , � 04 VERTICAL DOWELS a6 3� J015T 8 • / PROJECT NUMBER /r\r O.C. IF COLD JOINT. EXTEND •(i)3/4' TSG SUSFLooR ad NAIL e � O.C. ALL .\\/ • i�--- 230270 o. HOLDOWN PER PLAN �r `-- TO 3" OF THE FOOTING y FRAMING MEM5ER5 AT ° S,�SE. EXTEND 1�" MIN. g 2X8 LANDING JOISTS PANEL EDGES 4 12" O.c. I=I � • � I-I � I-1 � I-1 �1, ,1 � „ INSIDE CORNER 2 ON ,4 F ,MIN M M 5 p D -III—i i i I-1 I I—i I i—III-1 I I INTO 6TEMWALL (U N.0) A R 10d a � O.C. RIM TO LL FRAMING E 5ER o : 0 g NOT AT AN 5 •,� /�\ � \ \ \ \ � j 2 FR05T DEPTH it w 23 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 .:' JURISDICTION L5C AT TOP 4 A3Ss \/ \ \ \ \ \ \ \ (o ad NAIL �' O C (LL (2) CENTERED IN FOOTING -- I a 50TTOM MIN. FOUNDATION ON DIMENSION ><jPANEL EDGESXUN.0) /\\ \\ NUM5ER OF FLOORS WIDTH THICKNESS WIDTH NOTCH STRINGER TO REST SECTION i / SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF STEM FOOT ING ,SND ROOF � 3 7 8 8 6 a � 11 11 11 F�' � �� STRINGERS SPANNING OVER ON LEDGER � � D • � ' .. • o s T E �, 1 FLOOR 12 (0 DR,41NS IF REQUIRED1 (o STEPS MUST 5E SUPPORTED 11 11 11 o ��G 2 X TREADS WI(3) 10d � 2 FLOOR 1 S (0 (0 NATIVE UND 15TUR5E D 601 L `� N A� W14X(o 5E AM ON 4X4 POSTS, 12 3 11 11 11 12 � POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER (D (D 10 O ro OUTSIDE CORNER DETAILGEOTECH COPYRIGHT c2023 OR STUDUJ,�LL r9, 13 / 115C TA5LE 1009.1 4 HODGE ENGINEERING, INC. t�IIS DOCUMENt X645 BEEN DIGIt,4LLY SIGdJ�D PSR 5TAIR LANDING CONNECTION D1 1N6TDE/0UT6TDE CORNER D1 CONT INI�Ol�S 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O f 5T5 D1 WAC CERTIFICATE M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAt� M�4Y BE REMOVED BY tNE JURISDICtION 26 J � UNR�STRAIN�D RETAINING WALL SCHEDULE 122 1g �� \\ O MFR CxABLE END TRUSS 14 n � 11-1TAINING 1 7�4 �F/SP / N U t vERTICAL B K D "MIN�gP�RpLq PLATE SPLICE.:0 O FLOOR JOISt PER PLAN _ O DOUBLE 70P PLATE (UN.O. ON PLAN) n r-nr.itir.0 ins ic, �.corir-ni C OU FACS OF FOOTING AND SItE lUOi�IG ARE THE RESPONSIBILItI' OF THE BUILDER 2 70P OF SLOPS AND CIVIL/Cx�Ot�CNNICAL ENC�IN�ER. O HIOA Z O HlOA-2 � LGT2 (2)PLY SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LE55 THAN 5% FINES. PLACE LGT3 - SD 52.5 (3)PL Y � '3: ' ' •' ' ' ' 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' U N ,�T�IIN �v V 0 � S' uu,�LL VERTICAL ,�T 1-3i4" FROM FACE � 2 D f ,4P�IR,4C�M OPENING S � � O �� � SLS — 3 H/3 IBUT NEED NOT > PER PLAN 1=R MINC UNLESS A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED �0' MAX W u- _ ° cONCR T Cf c� 2500 psi HORIZONTAL RE5AR HODGE ENGINEERING THE SEARING SOILS ARE ,ASSUMED O REIBAR Cf = 60 ksi 114 RE5AR AT 10"oc 3 1(0" OF 5LOCKING UJ/ 36" a TO 5E 1500 P5F OR 2000 PSF. WHEN PROVIDED FOLLOW 1/� x� S25 SCREW ,4T 1� A551 KIL= 250 cf 4 TOE OF SLOPE _ p C514 STRAP ® O.0 TOP PLATE TO TRUSS ,4 I CT I ON 01= TSI OT CSN I C,4 O �. � ,4CT1� SOIL - 35 pcf N # LL D � � CSE � L REP R SOIL SEARING = 1500 sf 2 ,� SPLICE 30 1=oR a oTTOM CORD p A A N/2 5UT NEED NOT ��� R, 38 OR �5 RE5AR o S�IE,�T�1 I NCS PLN = WITH FOOTING RE5,4R EXCEED 15' MAX � °5 TOENAIL TRU55 TO TOP a ° 3 #4 PEEL RE5AR S 12" OC. PLATE WITH (1) ad AT I(o j FACE OF STRUCTURE o LL D (S'-10' WALL VERTICALS 2 5EAM/D5L JOIST PER PLAN ON CENTER O 1-3/4" FROM 501L FACE) 5ACKF I LL WITH 12" MINIMUM FREE AROUND OPENING (TYPICAL HGA10 OR A35 AT 32 O.C. 2 . � DRAINING SOILS. 12' 01= DRAIN � PLACES) CU 1�.0. ON PLAN) � o � ALTERNATIVE To NOTE 4 ° FILL UJ/FILTER FA15RIC z � 525 SCREWS � �o 5LOCKING FOR STRAP 0 2 KEY (NOT REQUIRED IF 5LA5 � NOTES LL PRESENT AT FOOTING) o -INSTALL SCREWS UPWARD � C LC N O n(0FOOTING 12MIN 5ELOW GRADE. THROUGH TOP PLATES INTO 'q. 0) °o �/ fii 1w cn N .0 p � . 5ELOUJ GRADE 15 NOT CENTER OF 50TTOM TRU55 .- , I I i V L C O C REQUIRED IF 5LA5 PRESENT 5 ° ° ° CHORD, N;o- J �m. � — N N N O N E 2 O FOOTING RE5AR 04 'a 10" O.C. 0-v� E o FOOTING TO SEAR ON -5RACE TRU55E5 PER 5C51. c .N WITH 3" COMER ANN Z ���o�a��o FIRM UND ISTUR5EDUCONSULT TRU55 MANUFACTURER _ L Q t O U N '� N N NATIVE 501L OR na KE'�UJ,�'� RE13,�R TO MATCH 1=0R R,�C (NCSREQUIREMENTS. Q o o 0) C � � N 5 ENGINEERED FILL VERTICAL RE15AR SPACING 7 15C 1801.2.2 26 22 1 8 15C FIG 1808.1.1 r14 UNIREFFRAINED CONCRETE WALL - 40 FF SURCHARGE - 201a 15C D2 LARGE DIAPHRAGM OPENING D2 GA5LE ENE) TO SHEAR WALL ATTACHMENT D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2 s o ,_ (D FASTENER PER PLAN � � 0 � 000 1 DRAINAGE - EXTERIOR GRADES ,ADJACENT TO THE WALL5 OF THE MOUSE ,ARE TO 5E SLOPED ��; • 2 STUD To MATCH GIRDER PLY (U.N.O $ � � . � 8 j (2) 2x4 LAMINATIONS UJ/ (1) 1 (S) l(od NAILS STAGGERED AWAY FROM THE STRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS AT OR ; z ° ° ON ENGINEERING SHEETS) � � � � o � N ROW OF STAGGERED 1Oo1 AT EACH SIDE OF TOP � ° ° 0 m ) - E3F-LOW THF- vATION ARF- E3F- DFOR ANY E3A5F-MF-NT OR 11-1TAINING 1 7�4 �F/SP SDUJC SCREW COMMON WIRE NAILS m 12 11 "MIN�gP�RpLq PLATE SPLICE.:0 425 WALLS OVER��EET IN NEICsHT.TING/bLAE3 DRANS ARE�O GONSIST OF RIGID PERFORATED 4EPVG PIPE 535 HIOA 1015 HlOA-2 � LGT2 (2)PLY SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LE55 THAN 5% FINES. PLACE LGT3 - SD 52.5 (3)PL Y � LGT4-5D53 (4)PLY �2 (2) 2x6 LAMINATIONS Wi (v spl/cF O (3) 16d NAILS STAGGERED z 4 0 A NONWOVEN -GEOTExTILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE s (2 )VGTR/L (2)PL Y 3990 ROW OF STAGGERED 10d AT EACH sire of eorron 0 REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE - 6400 IGT - 2 (2)PLY COMMON WIRE NAILS a (o cc PLATE SPLICE. 2 HGT-4Y 92 O Eacu siDE00 THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE 3 O3 (2) Ibd NAILS g 16' cc INTO BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. (3) 2x4 LAMINATIONS W/ (1)1 4. STUDS I' s 2-1/2'O THE LEVEL OF THE PERORATIONS IN THE PIPE ARE TO BE AT THE B THE FOOTINGS 00 ROW OF STAGGERED -30dCOMMONOF COMMON WIRE NAILS a 160"o04 sinPsoN 36' C514 MAY BE 51MPSON 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 — 14 O (3) 2x6 LAMINATIONS W/ (2) IND icatED.tNOT sNowN FOR CLARITY) LOWER PORTION OF THE PIPE. �q ,� ROWS OF STAGGERED 30d Olt I -In' 2* COMMON WIRE NAILS 8'oc a RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH o EACH SIDE THICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 600, 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 ALLOWA15LE UPL IFTS FASTENERS �F/SP SDUJC SCREW 455 HI 425 H2.5A 535 HIOA 1015 HlOA-2 930 LGT2 (2)PLY (o LGT3 - SD 52.5 (3)PL Y 2 505 LGT4-5D53 (4)PLY 2920 MCAT (2)PLY 3300 (1)VGTR/L (2)PL Y 1(000 (2 )VGTR/L (2)PL Y 3990 (1)VGT (2)PLY 3555 (2)VGT (2 )PLY 5110 (2 )VCT (3)PLY 6400 IGT - 2 (2)PLY 6 485 HGT - 3 (3 )PL's 9035 HGT-4Y 92 O -r-I -r-I N N -r-I b� N Ht: T UU I I NCS !J1'C/4 I N 5 T 5 I t: M. � �t-'� i c.t i t� i Nv i c.,,y i r-v.� '�' I I I I w,aLUEs sasm as sMsoN srROWS ne FASTENER SCHEDULE. BUILDER TO FOLLOW ALL MANUFACTURER REQIIIREPENTS FOR FASTENER INSTALLATION. ROOF AND SURFACE RUNOFF ARSE 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 Lu 1111 27 pgZ�g 5.3.3 Som ac� 23 19 W1 �2� �oua. W1 HDU4 15 V J CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE 1\,P2 TRUSS UPLIFT CONNECTORS D2 Q Z �W 28 24 20 O WALL FRAMING 16 �. o y �, • O EXTEND STRAP ON PONY Z y LnWALL 70 FLOOR ABOVE O (a) MANUFACtURED ROOF2x FLOOR JOIST OR MFR O WITH AN M5TCE4. O I/2" MIN FROM CORNER 4ALu � • TRUSS WITH ENERGY NOEL JOIST. SPACING 4 SIZE PER CENTER STRAP ON (IF PRESENT) PLAN JOISTS AS SHOWN O O O SHEAR WALL NAILING PER _ �I) �4 RE5AR MAY BE O (3) Sd TOS NAILS EACH O W�4ERE �OOtINC� S�CtION o � � FOUNDATION RE5AR OR PLAN - - - : SIDS EVER(' 16' ON CENTER SFCT�pN , � � � 'A' IS MORE THAN 8' o 0 0 � POSt t�NSION � � V O 7/16' OSB OR SMART SIDE - - . 3 �. PROVIDE �' CSI6 EACH � ° ° � ° �- w PANEL 5LOCKING lU/ Sd 6 SIDE OF SPLICE W/8-1(�d � � ° ° o 3 2x 5LOCKING CENTERED ON � o o � o o � O 2�' MIN REBAR L�NCx7N � 0 J 6' cc INTO DOUBLE TOP 3 O DOUBLE TOP PLATE. BULL � a � COMMON NAILS o 0 0 0 It PLATS 8 TOPCHORD BIRD � DEPTH � � � 5 O TOP PLATE SPLICE LINE 0 o �. NOTE: NOLDOIUNS At � � 0 PERSPECTIVE CORNER ARE SPACED PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK 3 2 O 1212X PLATE ° ��� (4) ROOF SHEATHING PER PLAN � O SIMPSON A35 REQUIRED � � � .� Q'°a � � a o o O � �� I/2 FROM EDGE. ' J UJ/ ad a 6' cc INTO BIRD FOR 5UJ2 4 SUJ3 SHEAR a �o ° O (��--- BLOCK BLOCKING. WALLS. (2) SIMPSON A35 At _ ° . �. � � �� � . a 4 O O OO NOLDOUJN PER PLAN o 0 0 � � O 0 SIU 4 5W5 SHEAR WALLS� � � °.. d a �: 2 ° � 3 .� � O CLEAR SPAN 11' MAXIMUM. � O SIMPSON Nl CLIP. TYPICAL ISTACzCxER AT EACH SIDS _ ° � O PONT WALL SHEATHING 4 o • � � � FOR TYPE RJ NOLDOIUN X 0- AT ALL TRUSS BOT70MQj ° � a ��,� , � SHEAR NAILING TO MATCH •.. � � ° ' � ; OF 5LOCKING) �� � IUA�� ABOVE ' � � � 0 FOR NON RJ NOLDOIUNS � p CHORD TO DOUBLE 70P �j -R OR SN�AR WALL � � a �� � � � 8 6' MAXIMUM PONT' WALL� � � �� w 2 BUILDING � 3 fO PLA7� INt�RSEC710NS O NAILING 4 SHEATHING PER .� .. � a � � ° O ' .• O COMPRESSION 5LOCKINGCODE 2018 IBC SECTION VIEW OVERALL PERSPECTIVE PLAN. O . � � .. .� O IDU NOLDOl1JN O C2) ad NAILS � 8' O.G. OR WAND � �j O SOFFIT MATERIAL � ' ... `, a, .. (WHEN SPECIFIED) 16d � 16' O.C. EXP. B 91 MFH 2 0 0 ° � a _ � ��sr � Stub PACK OR POST PER � SEISMIC DESIGN II ':k S��,-TM . $ . , 1'N PLAN I BUILDER t0 DETERMINE CATEGORY D Cmva � . � �N 6 TALL STEP TO RETAIN IF StND OR StND/RJ IS ROOF SNOW 48' SOIL MAX APPROPRIATE. TRU55 SECTION r28 r24 20 16 LOAD 25 PSS RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 INTERIOR 6HEAIRWALL TO FERFENDICULAIR JOISTS A50VE. D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 THE TRU55 DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN N. 4�' MINIMUM LENC�t�I � DETAIL TAKES PRECEDENCE. USE THIS O 2x(oMINIMUM DATE oe � � DETAIL IF THE TRUSS DESIC�NER DOES N07 1 g�TUJEEN TRUSSES OIR PROVIDE A C�ABLE SND BRAG DETAIL �63�23 � O ROOD MUSSES PER PLAN O 3x MEMBER At ADJOININCx RAFTERS, NAIL ROOD REVIEW 2 O 2x STUD WALL PANEL EDGES FOR 5UJ21 SHEATHING 70 BLOCKING ZACK C. 2 2x 5LOCKING � / � / SO AND 5W4 SHEAR WALL lU/ ad 6 3' O.C. ANALYST O SECTION UJ/ 3X STUD SECTION UJ/ (2nX SCUD SECTION UJ/ 2X StUDJOE G. � O Ind 6' O.C. FOR 2x 5LOCKINGOZ DOUBLE TOP PLATE (SlUl ONLY) O 5W2 SN�AR WALL ad NAIL: TO TOP PLATE. 4' EDGE - 12' FIELD � O C6) Imd NAILS SHEET O (2) CSI STRAP TIES MIN gym' � SO SHEAR WALL ad NAIL: O O 2x6 DIACxONAL � X I 1 O ROOF SHEATHING PER PLAN 2 3 LENGTH 3" \ 3' EDGE - 12' FIELD o 0 o BRACING SPACED 6 12" � 2 O WALL SHEATHING PER PLAN � 1 5W4 SHEARWALL SD NAIL: o 0 o O.C. ATTACHED UJ/ (3) -'A � I 2 3 O BLOCK 2 SCUD SAYS W1 2x 2' EDGE - 12' FIELD 16d NAILS O ad 6' O.C. FOR SHEATHED 2 � O x/16' OSB SHEATHING PANEL � O SNS ,gLL�D N PAIRS) OF , SHEETS O EXTERIOR SHEATHING, NAIL (02 PROJECT NUMBER � O� 2 TOE NAILS ON ONE SIDE 4 PER PLAN � 2x MEMBER FOR SHEAR I TOE NAIL ON OPPOSITE SIDE 3 O WALLS MID PANEL (FIELD) O DOUBLE TOP PLAN 230270 8 � OF EACH RAFTER OR TRUSS � 3 �--- O S�IEA7�1 SOFFIT WITH OSB �✓' O SHEAR WALL PER PLAN O GABLE SND TRU55 ° '� � 2x� BottoM c�oSOW A R O (2) 2X MAY BE USED IN �.o � CHORD of w � 00TRUSS BRACINCx 8' �P • PLACE OF 3X PSR SHEAR ° MINIMUM � 48' O.C. ALONCx WALL BELOIU. ATTACH t0 0 II My4X--m-- Lzzw SIU( SHEAR PANEL BALL NOTES EACH TRUSS � 378 6 � AOR COMPARISON lU/ (2) 16d NAILS `' o,�.�FGis-rE?NG��`�' 5UJ21 5lU31 OR 5UJ4FSS/ONALE SHEAR r29 r25 21rl 7HCOPYRIGHT�uir•��R�� INC. D Y HEEL TRUSS WITH SOFFIT D2 CHANGE IN TOS PLATE HEIGHTS D2 SUJ2, SUJ3, SUJ� 5�4�,4i� UJ�4LL N,4ILINC� D2 C�,48L� SND 8�,4CE D2 ���-���WIT�A��$ CERTIFICATE. �� 42 38) 34) 30 �✓ O O DOUBLE TOP PLATE O 2x6 BLOCKING TO MATCH SCUD DEPTH 3 2 O (1) LStA15 SCRAP At WINDOW CORNERS, U.N.O. 0 0 KING STUD(S) O HEADER PER PLAN O SHEATH ALL STUDS INCLUDING PONT AND CRIPPLE STUDS 42 38 34 30 D3 D3 D3 AFA FORCE TRANFEIR AROUND OFENING6 D3 43 39) 35 31)O '� � S�IEAR WALL NAILING PER PLAN O SILL NAILING t0 RIM 16d a 4' O.C. 1 O SCRAP UJI-4EN SPECIFIED O DOUBLE RIM JOISt REQUIRED FOR 6lU2 0R GREATER SNEARIUALLS �j O O ATTACH BULL DEPTH BLOCKING t0 DOUBLE COP PLATE lU/ (2) I0d 6 EACH BAY FLOOR JOIST PER PLAN NAIL SUBFLOOR TO a g BLOCKING lU/ ad 6' oc (UN.0) O SCUD WALL OR BEAM PEP, PLAN S O 1/16' OSB SNEATNING TO UNDER51DE OF FLOOR JOISTS SDUJC EACH STUD TO DBL jj D7T2Z A7 CANTILEVERED TOP PLATE. SDIUC FLOOR JOISt TO DBL COPPLATEBEAM. (4 SDWC 43 39 35 WALL ANDS WHENT07AL) SP�CIFI�D lUN.O.) WHEN HOLDOUJN SPECIFIED r3l D3 D3 D3 CANTILEVERED 5HEAR WALL D3 44 40 36 32 44 40 36 32 D3 D3 D3 D3 45 41 37 33 45 41 37 33 D3 D3 D3 D3 00 Z 0 W w L h� c , 0 a) 0 wI rte+ Q 0 t'" N U U N L O y' 7(C)N fii •L N a) O O a) LLI ���QLU�o L L � O C U ; 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED I N ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES 1 ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC! SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 KW411191" HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0.200 SIEVE = 2/3 MAX. PASSING U.S. N0.400 SIEVE 4, CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d MAX. 2-1/2 MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS 4 BOISE CASCADE RATIO FLYASH (PCY) SIZE (IN) AND WEB FILLER (1) MATERIAL 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 END NAIL 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/RITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS-JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC AND WEB FILLER 2x TIMBERSTRAND 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (3)16d Fb=2250 PSI 2X, & 4X (FIR) ACQ, CBA, CA 2x SCL FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE E=1300 KSI POSTS & LEDGERS E=1500 KSI 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) Fv=400 PSI 6X OR GLULAM Fv=275 PSI END NAIL I I (CEDAR) 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G -P -LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI (NOT AT BRACED WALL PANELS) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI AT INTERSECTING WALL CORNERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI (2" TO 2" HEADER) 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2 -PLY G -P -LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI AT END JOINTS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST (NOT AT BRACED PANEL) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI BAND JOIST AT BRACED PANEL 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI TOP PLATES, LAPS AT CORNERS AND E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI JOIST TO STILL, TOP PLATE OR Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM JOIST/BAND JOIST OR BLOCKING 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 2" SUBFLOOR TO JOIST OR GIRDER Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI 2 LUMBER LAYERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST JOIST TO BAND/RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 W PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) 16d @ 6" O.C. AND WEB FILLER CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM RAFTERS TO RIDGE VALLEY/ HIP END NAIL I I (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3)10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3)10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8)16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (M IN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2) 16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2)16d TOP OR BOTTOM PLATE STUD END NAIL (2)16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER RIM JOIST/BAND JOIST OR BLOCKING TO TOP PLATE/SILL/FRAMING BELOW TOENAIL 8d @ 6" O.C. 2" SUBFLOOR TO JOIST OR GIRDER FACE NAIL (2)16d 2" PLANKS FACE NAIL, EACH BEARING (2)16d (PLANK & BEAM - FLOOR & ROOF) BUILT-UP GIRDERS AND BEAMS FACE NAIL AT TOP AND BOTTOM 20d @ 32" O.C. 2 LUMBER LAYERS STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS JOIST TO BAND/RIM JOIST END NAIL (3)16d BRIDGING/BLOCKING TO TOENAIL, EACH END (2) 8d JOIST, RAFTER OR TRUSS CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE ADDRESSED ON THIS ENGINEERING. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IBC 2303.4.1.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. L 0 _ Sao w 13Q �° ) vi v fii •L N .O O cLU �� LJ.I ��Q�>to i6 J L i L c 0 C c V �;�� a ;