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VS 3 ADU ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230362 FOR: RUSH RESIDENTIAL PLAN: YELM ADU SITE CRITERIA 51MP5ON 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) 1X10' 4' 2 4'-10)2" CATEGORY 2'-5' I 4-101' 4-101' 4-10 I'-41' IT -5j- ' 2 ' 2 ' 21' 2 � I OWNER PER OWNER OWNER 1 RESPONSE S1 RESPONSE SS I 17 1 I 1 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.466g 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 0 m -o 0 14 5THDI4RJ D2 3/4" T4G UNBLOCKED PLYWOOD OR OSB GLUED AND NAILED W/Sd a 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) — ——''---------- -- i e e 7 '0 b)+ Z 22'-i' 40'-0' DIMEN51ON5 PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION DO NOT SC,4LE(1/4" =1' ) ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) J IF NEEDED - USE DETAIL 26/[)2 FOR STEM WALLS OVER 48" UNLE55 NOTED OTHERWISE 26 27 D2 D2 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. (15C 4062.4 - GARAGE FLOOR 5URFACE6) BLOCKING RESTRAINT AT J015T END 4 EACH INTERMEDIATE SUPPORT (5EI5MIC ZONE D 8502.1) HOLDOWN SCHEDULE 51MP5ON PRODUCT I I I I POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER RX 1STHD14RJ I I NAILS r------------ 1 I I — -- ------------------------------ — — HDU5 - HF MEMBER 4340* N/A I I I I 1 I I HDU5 - DF MEMBER 5645" I I ''I I 1 b HDU8 - HF MEMBER 58200 N/A I I I HDU8 - DF MEMBER 7870* I I I I I 4 HDUII - HF MEMBER 8030* N/A 1-101' 1X10' 4' 2 4'-10)2" HDUII - DF MEMBER 9335" 2'-5' I 4-101' 4-101' 4-10 I'-41' IT -5j- ' 2 ' 2 ' 21' 2 � I 1 HDU14 - HF MEMBER 9260" N/A 1 551x30' URO. HDU14 - DF MEMBER 14445* I 17 1 I 1 I �4 24 24 24 24 24 --------------- 5THD14/5THDI4RJ - 35000 I I -- 1 I I I N/A M5TC4853 - 3900' PER MFR I 4x10 DF*2 (M2) 4x10 DF2 (MU 4x10 DF*2 (M2) I PER MFR N/A N/A 3 ------------------- I I I I 60'x60'x14' W/(8) *4 EACH WAY 33K CAPACITY TYPICAL 1 I 1 41K CAPACITY 1 1 o POSITIVE POST 1 1 I I I I 1 a Q e I I 1 110' 4'-10" 4'- I Z' 4'-102' 4'-10" 4'-101 1 _1 I I 1 1 0 3' FROM SOIL�+SIDES 11017 1 I I m I24 I 24 24 24 I I I 1 I I I 1 1 1 I 4x1O DF#2 (92) –, 4x10 DF#2 (MI) 4x10 DF01 CM2) I I 1 � TYPICAL �X� I I u- 1 u- 1 I I I I I I 0 I I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 ------------ — -- ------------ b b I I B, B, DJ 5TH14 J i Z I 5THD 14R 16 I I ry+b -- 11 ------------- — ——''---------- -- i e e 7 '0 b)+ Z 22'-i' 40'-0' DIMEN51ON5 PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RUSH PRIOR TO PLACING FOUNDATION DO NOT SC,4LE(1/4" =1' ) ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) J IF NEEDED - USE DETAIL 26/[)2 FOR STEM WALLS OVER 48" UNLE55 NOTED OTHERWISE 26 27 D2 D2 4" CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR VEHICLE ENTRY DOORWAY. CONTINUOUS FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. (15C 4062.4 - GARAGE FLOOR 5URFACE6) BLOCKING RESTRAINT AT J015T END 4 EACH INTERMEDIATE SUPPORT (5EI5MIC ZONE D 8502.1) HOLDOWN SCHEDULE 51MP5ON PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY* SNOW HDU5 - HF MEMBER 4340* N/A (14)-6DS/t/4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" EXAMPLES ��,� MIN. b HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 2,2' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* HOLDOWN/STRAP MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 561x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 551x30' URO. HDU14 - DF MEMBER 14445* 12K CAPACITY POST PER PLAN 5THD14/5THDI4RJ - 35000 (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' PER MFR N/A N/A M6TC6653 - 44900 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 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-SIMRSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND FOR POINT LOAD KEY POSITIVE POST TO FOOTING CONNECTION MEMBER RX FACTORED DLIV EAD 2.0 6.0 2.BK CAPACITY SNOW 3.0 STUD/COLUMN 24°x24"x6' W/(2) *4 EACH WAY DESIGNATOR ,y+`0�' 5BK CAPACITY EXAMPLES ��,� POST PER PLAN b c>° SHEARWALL DE6IGNATORj Sul Boa SIUI HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DE S IGN4TOR STHDI4 ® HDU5 (2)CS14e C5I4 DETAIL CALL -OUT POST PER PLAN 1 36 D1 50U,45H 5LOCKING O 5TUD(5) FOR POINT LOAD FROM ABOVE O SQUASH BLOCKS) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2.BK CAPACITY OR 4 -OK CAPACITY 24 24°x24"x6' W/(2) *4 EACH WAY 5BK CAPACITY POST PER PLAN 30 30'x30'x10" W/(4) *4 EACH WAY ® 5.5K CAPACITY POST PER PLAN 36 3(o'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 48'x4a'x12' W/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' W/(7) *4 EACH WAY 2IK CAPACITY 60'x60'x14' W/(8) *4 EACH WAY 33K CAPACITY -72"x-12'Aro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35OOR MB1 5 B U.N.O. a Q e REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOIL�+SIDES 4 BOTTOM a. G ' Digitally signed by John Hodge Date: 2023.08.22 14:55:09 -07'00' O N r __ 3bD0 a) (A 3 iL u - r -I PCi� - r -I - r -I N BUILDING CODE 2010150 WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOHN H) DATE 06.22.23 REVIEW ZAGK G. ANALYST ALEC H. SHEET S1 ' OF 6 SHEETS PROJECT NUMBER 230362 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY 5E REMOVED BY THE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230362 FOR: RUSH RESIDENTIAL PLAN: YELM ADU 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" 0.4668 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES WHEN RAISED HEEL TRU55 ROOD f=fR IIN VIT:""LO ID ENGINEEfRING DO NOT &CALE(1/4 11 = V) PROVIDE ALL SINAL SHOP DRAWINGS 70 FIODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER 5TRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER TYPICAL AT ALL GABLE ENDS ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER J1142401, DATED 053123. CHANGING TRUSSES INVALIDATES THIS ENGINEERING TRUSS FASTENER SCHEDULE: A35 g 32' cc OR 5DWC, 6 9 1(o' OG. (TYPICAL AT ALL GABLE ENDS) NI - TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) (2)H2.5s - TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARING. REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt U11tH EDGE SUPPORT. 1�5032.LI(U LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � DESICaNAtOR ry+" EXAMPLES10 SHEARlUALL DESICsNAtOR � o°a HOLDOUJN/StR4P DESIGNATOR STNDI4 va (zx.6ws c514 DETAIL CALL-OUt 1 D1 00 Z 0 W w F -4 milmoll rl� - L h�C C 0 wI rte3 Q 0) -'- N 0 tO rr U N 7'0N fii •L N D N O N O cLU �o w2��Q��� J L L _rC (Co) g a >oCZ 0 0. f6 N N VO V CC 0 0 N N Qz Q E N N N C f6 ~ O N U L L U C 0 0 c o N C m E .� �'� O a >, O OQ t N 0O U (6 N .- N N Q U U C U 70 N(a j, O NC LO '� N N -0 U Q -0 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN N. DATE 06.22.23 REVIEW ZACK C. ANALYST ALEC H. SHEET 20F b' SHEETS PROJECT NUMBER 230362 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: 230362 FOR: RUSH RESIDENTIAL PLAN: YELM ADU 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" 0.4668 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 74IN f=LOOfR L TEfR L ENGINEEfRING DO NOT 5CALE(1/411=1') SHEATH ALL EXTERIOR WALLS AS uji UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE vENtS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS 311o.c. NAILING -CONTINUOUS SHEATHING OVER MUD 5ILL TYPICAL ALL EXTERIOR WALL5 ]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. R503Z.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 5UJ2 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 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON THE OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS 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 HOLDOUJN NOTES: (l) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 51MP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) 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 (2k;614s C6I4 DETAIL GALL-OUt 1 D1 000 V) Z 0 W w L cC __ ao a) :3Q 0)0-'- 0t rr U N O �' 7'0N fii •L N a) O N O '2 w E0L-o (a aa) L C 75 C U O a) 70 70 f6 ~ 0 N a) U L L U C 6 qui+, a)4a) 0>l t N ac) U N '� m N-0 N c 0 Nm E Q U U 0-0 a) m j, O moa c�a)) c -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 06.22.23 REVIEW ZACK C. ANALYST ALEC H. SHEET 3 OF b' SHEETS PROJECT NUMBER 230362 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION SHEATHING PER 10 (o SHEATHING HEATER 5 1 . o SNEATNING SCHEDULE. O WATER NATER SEISMIC STAGGER SHEETS W/ I/8' SCRAPS LOCATED I/3 ,4lUQl' MIN CHAP. EDGE CLIPS Z FROM TANK CAP LAND BASS. O RECOMMENDED FOR 2 /16 O 05O LACE BOLT PER SEISMIC RATEDMAXIMUM SHEATHING S AN N 24 INCHES SCRAP MFR ANCHOR INTO W PL • O O O Sd NAILS a 6' O.C. AT It SCUD O `� PLACES $LOCKING' DRYWALL PER PLAN SHEATHING BREAK )2X S7UDUJAL� O O EXTEND WALL SNEAtHINCx t0 COP OF DOUBLE COP Q 3 m O VENT FLUTE � PLACE O2 • � SIMPSON Hl 6 EACH TRUSS O ANCHOR BASS 70 WALL � . O O OR RAFTER PERPENDICULAR COP Z PLATE INTERSECTION U.N.O. • \ (2) N2.5A FOR MULTI PLY PLAN VIEW . • O � � O MFR TRUSSES s 24' O.C. U!/ 70 PLAN ROOF SHEATHING` `` ` ` � `� /� C � U¢ N ON� v CL NAIL UJ/ Sd a (o"� O.C. FOI�p W ' r ma o- 1 v z; o PANEL EDGES AND 12 O.C. ° J ` ` �3 � � � >,` U O ` C� INFIELD mL�.�o- R�g � dTi � cam, c�9 O SHEATH ALL CxABL� ENDS o � O m � � o � � � � o CL °� USING SWl 5NEARU4LL � oral £O �SCN�DUL� U�U'O� -o � C C U 6,N:3cc0 ( V Q -O10 5 " WATER HEATER STRAPPING D1 D1 ROOD SHEATHING D1 11 � O SHEATH ROOF UNDER a 2 12 O CUT COP PLAN OR DROP OVEIRIzRAMING 3 � � BEAM DO NOT CUT BEAM �� � $ � � N $ O 2 MANUFACTURED 0 OO 3 O DOU$LE TOP PLACE / � 1 ROOF FRAMER PER ROOF 2 2 O OVEi�FRAMINCx TRUSS�S M �n c� a o FRAMING DETAIL O SIMPSON 5T22 OR 22"C5I4 I � O ROOD SHEATHING PER O ROOF SHEATHING PER PLAN � lU/(18)10d OR DROP BEAM lU/ CONTINUOUS COP PLACE. ROOF SHEATHING 4O VENTILATION ACCESS PER STRAP MAYBE PLACED ON � �SCHEDULE \ O D5ILDER. U2-I/2'x48' MAX MB SION SIDE OF COP PLATE O � 1/16 O.S.B. SHEATHING NNW O l(o) 16d NAILS O lU/2x NF #2 SCUDS At 1 � O � NCR CLIPS w/ 16' O.C. (UN.0) UJ/Sd NAILS O � 3 O O (2) 16d NAILS 0 16' O.C. O 3/8' MINIMUM EDGE SD CONNECTOR O DI57ANCE SCREWS. PER PLAN � O PERSPECTIVE PERSPECTIVE 48" ON CENTER EACH � 2X CRIPPLES O STRUCTURAL 1-1/411RIM WAY -r-I S O ,\,c -o") PLYWOOD FILLER �3 2 on REQUIRED) --- � 3/�' t�Cs SUB FLOOR � �_ O HEADER PSR PLAN O � (2) 16d NAILS O• \. O FLOOR JOIST PER PLAN � J j DOUBLE 2X TRIMMER STUDS � NOT USED MIN. FOR >6' OPENINCx UNO. D�� O coNtiNuous FULL HEIGHT 12 NO STRAP REQUIRED IF � OO VERTICAL OSB. BREAK SIDE VIEW EXAMPLE OVERFRAMINCx CONTINUOUS COP PLACE '�. 11 �� 5E7lUEEN TOP PLATES.......... 2 SND HEADER�DER SND SUPPORT D1 AND �Xt�ND DOWN OVER 5EAM � MUDSILL OVERFIRAMING D1 \ � O BLOCK ALL PANEL O12 2x STUD WALL PER PLAN EDGES NOT LANDING ON 3 h 2x MEMBERFOOTING O CONCRETE SLAB PER PLAN � � TOPB07TOM PLATS TO 3)VAPOR� O O STUDS UJ/ (2) 16BARRIER d 7NRU PER PLAN O 07: 1� O FOOTING CORNER <.� ,. °.. ° a NAILS Tl'P. (3) 16d THRU D _ 10 11 \ NAIL FOR 5lU3, SWC 4 6U15 j O 2x P7 lU/ ANCHOR BOLTS y � .. , : SHEAR IUALLS2 PER SNEARIUALL SCHEDULE FOOTING CORNER F0071NCx '7' ZO 57EMlUALL COMER °�\ 2x T MU SI WITH � r✓' 04 HORIZONTAL 3"-�" FROM ANCHOR BOL S PER � �J � � O COP OF STEM AND a 12" O.C. � W I SHEAR WALL TABLEx 0 � � � � �i . <<�.. � ` . - 24' STEM SHOWN O 30 MINIMIUM LAP SPLICE (MIN OF 2 PER PLATE 4 > WITHIN 12 OF ANY I- LLI�,���������y�������� ,� ���\ �y����� O O 4 VERTICAL DOWELS '� 36' VERTICAL RESAR NOT O � CORNER) MIN 5' FROM N � �i��i���i�r� ,;; O.C. I� COLD JOINT. Q SHOWN FOR CLARITY � / EDGE !�� ' / EXTEND t0 3' O� tN� � � / F0071NC� BASS. EXTEND PERSPECTIVE OVERVIEW 12 SLAB ON GRADE WHERE �� �� `� �� � 14' MIN. INTO S7EMlUALL SPECIFIED PER PLAN\� a.�••�la--ad , �/� ���/ TYP (UN.0) .000 .00d d DROP JOISTS WHERE= S � - O (2) *4 CENTERED IN a . � O SPECIFIED PER PLAN O FOOTING BUILDING °�a � S �OOTINCx AND ROOF STEM WALL CORNER STEM WALL 'IT' � � � � O CODE 2m18 IBC a ��. � �MIN. FOUNDATION DIMENSION DRAINS IF SQUIRED ` NUMBER OF FLOORS WIDTH THICKNESS WIDTHWIND SUPPORTED Bl' SOOTING OF FOOTING OF FOOTING OF STEM O NATIVE UNDIStUi�BED SOIL EXP. B 91 MPH a / 1 FLOOR 12' ' ' OR 66STRUCTURAL SILL PER SEISMIC DESIGN O �2 � � � � �a ��:.. �3 � 2 FLOOR 15' 6" 6GEOtECN CATEGORY D / 3 FLOOR IS" 8" 8' � - — .00000� , .a .00000� FROST DEPTH Bi ROOF SNOW 12 8 6 IBC CABLE 1809.1 JURISDICTION 3 LOAD 25 PSS CONCRETE CORNEIR5 D1 D1 5HEARWALL NAILING AND BUILDING SECTION D1 FOUNDATION WITH SLAB D1 O 2x STUD WALL PER PLAN ENG. P.E. JOIN N. R� �� � O3/4 TSG SUBFLOOR (U.N.O.) DATE ARCHITECTURAL SWEETS 06.22.23 ->�•O GYPSUM WALL BOARp 2 O FLOOR JOISTS PER PLAN REVIEW INSTALLED lU/5d COOLER O GARAGE SLAB PER PLAN O FLOOR GIRDER PSR PLAN ZACK C. NAILS s 8' O.C. OR TYPE � O BULL DEPTH BLOCKING ANALYST ass- S/UJ SCREUJS � 16' O.G. �✓' ALEC H. � . � O CONTINUOUS R�BAR O O REQUIRED At ALL BEARING SHEET (RECOMMENDED FOR 2 O16d NAIL 'm12' O.C. (UNO.) � : o PERSPECTIVE IBC 23�8.�.6 CRACK CONTROL) .�. 2x fi't lU/ ANCHOR BOLTS PER SHEARIUALL SCHEDULE O Sd NAIL s 12 O.C. ON ALL COMPACTED SAND/CxRAV�L � .�0 O Q 0 F�. �����yi�i�i.'. � # - � � � � O � HORIZONTAL 3 5 FROM FRAMING MEMBERS NOT AT D � _ ; ��v��T��������/ �/ � � � .. «� � �����i�i�i�i� — TOP OF STEM AND 12' O.C. 00 oil PANEL EDGES (UN.0) � O CONTINUOUS BUILDING �W �li�ii�i r✓-�` �(4) � 'SSHOWN �OOtINCPER FOOTING ORIENTATION OF CORNER 4 OF 6 SHEETS STUD MAY VARY � % " # ' �� I� � � O � VERTICAL DOWELS a 36 PROJECT NUMBER .iT �{ O.C. IF COLD JOINT. EXTEND O Sd NAIL a 6 O.C. ALL o�.. � O I�OLDOUJN PER PLAN :�� � • 1�--04 —= TO 3" OF THE FOOTING230362 FRAMING MEMBERS AT0 o o � � . 3 Z T_ BASS. EXTEND 14' MIN. PANEL EDGES 4 12 11 O.C. I— INSIDE CORNER 2 ON ALL �RAMINCx M�MB�RS \ \/ . e �.. .. ' p _D.. � , �: a � p'.'.° . '. ' '.� —L� , i� .. I� I .II '' INTO STEMUJALL (UN.0) �W ARS NOT At PANEL EDGES \ i\�/\//\\//\\//\\//\\ ; ' , e: .: • �' 6 • ' .e oa �2 O FROST DEPTH BY � w 23 NAILO.C. TALL_.;.:...:`...........�.:..::.....':` .. MIN. FOUNDATION DIMENSION JURISDICTION IN FOOTING � P — OPANEL EDCxESXUN.0) / � � � . CENTERED Z •��/�\/\ �SECTION:�:�:.:....°���.���` � .� e..�.. �NUMBER OF FLOORS WIDTH TNIGKN�SS WIDTH � SUPPORTED Bi SOOTING OF SOOTING OF FOOTING OF STEM �� FOOTING AND ROOF 3 886 0 � � � p � �� � � � DRAINS IF REQUIRED � o�Fel STE 5 • .. 2 FLOOR 15' 6 6' NAtINATIVEUNDIStURBED SOIL S\S3/ONAL�ENG� 3 FLOOR �$' $� $� 12 OR STRUCTURAL SILL PER �o OUTSIDE CORNER DETAIL �OtECN COPYRIGHT @2023 13 9 7 HBc t�B�E 10013.1Cx4 HODCxE ENGINEERING, INC. DIGITALLY SIGNED MR D1 INSIDE/OUTSIpE CO�N�R D1 CONTINUOUS 5TRIF FOOTING ,4T GARAGE ENTRY D1 �OUND�TION UJIT�I �LOO� JOISTS D1 ��,-���W'T�A,��$ CERTIFICATE ,� 26 J � uHR�ST241N�D �T�4�N�Ncs WALL SCHEDULE 22 � � �� � �ASt�N�R PSR PLAN 118 �� O 1"IFR CxABLE END TRUSS 14 N W T VERTICAL 5 K D 0 8' 9' 04 -9 12' OC 40' 3' 4' 6'1'-8' 8' 12" 45 6 10' OC 4'-1 �" 4' ,ACTIVE SOIL = 35 pcf SOIL SEARING = 1500 psf 8" 12" 05 a 9' OC 6'-3" 14" 1-3/4' �j FACE OF FOOTING MATCH I N DoU�L TOP PLATE 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT 2 STUD o c GIRDER PL U..0 ON ENGINEERING 6HEET5)A� (U.N.O. ON PLAN) ,AND SITE WORK ,ARE THE RE6PON6151LITY OF THE 5UILDER 2 TOP OF 5LOPE z -rij- AND CML/nEOTEC�4NICAL_ ENGINEER 0 ALLOWA5LE UPL IFT5 FA5TENER5 8' WALL VERTICAL AT 1-3/4" FROM FACE Lee o Hl CONCRETE psi HORIZONTAL RE5AR oc= ° H10A 1015 REIBAR (f KIL� = 0 ks i 114 RESAR AT 10110C 410PA55I 1620 LGT3-5D52.5 (3)PLY = 250 cf LGT4-5D53 (4)PLY o° ° ° o 3300 ,ACTIVE SOIL = 35 pcf SOIL SEARING = 1500 psf 2 RE5AR SPLICE 30' FOR #4 : ° ° 2 °° °° 3990 (1 )VCT (2)PLY 3555 RE5AR, 38�� FOR $5 RE5AR 5110 (2 )VCT (3)PLY 6400 HGT-2 (2)PLY WITH FOOTING RE13AR HGT - 3 (3)PLY 0 - Y D ( -10 WALL VERTICALS 3 #4 PEEL A 12" O.C. 6IMP5ON LGT2 51MP50N MCAT UJ/ HDU LL LL 1-3/4" 1=R01„I SOIL FACE) 5ACKFILL WITH 12" MINIMUM FREE DRAINING 501L5. 12' OF DRAIN ° FILL UJ/FILTER FA5RIC O°° ° 0 2 � KEY (NOT REQUIRED IF 5LA5 ° L �o• PRE5ENT AT FOOTING) oil FOOTING 12' MIN 5ELOW GRADE. • . 5ELOUJ GRADE 15 NOT REQUIRED IF 5LA5 PRESENT ° �j FACE OF FOOTING MATCH I N DoU�L TOP PLATE 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT 2 STUD o c GIRDER PL U..0 ON ENGINEERING 6HEET5)A� (U.N.O. ON PLAN) ,AND SITE WORK ,ARE THE RE6PON6151LITY OF THE 5UILDER 2 TOP OF 5LOPE z -rij- AND CML/nEOTEC�4NICAL_ ENGINEER 0 ALLOWA5LE UPL IFT5 FA5TENER5 HF/5PF 5DUJC 5CREUJ 485 Hl 425 x -12.5A 535 H10A 1015 H10A-2 930 LGT2 (2)PLY 1620 LGT3-5D52.5 (3)PLY 2505 LGT4-5D53 (4)PLY 2920 MCAT (2)PL Y 3300 (1)VGTR/L (2)FLY 1(000 ( 2 )VGTR/L (2)PL Y 3990 (1 )VCT (2)PLY 3555 (2 )VGT (2)PLY 5110 (2 )VCT (3)PLY 6400 HGT-2 (2)PLY 6485 HGT - 3 (3)PLY 9035 - Y 92 0 � v I.VIV I IIVUVU.7 YC1C I Il�AlL ...- - • - •-• -'-- •--..... SPEAtHINCx OVER GABLE O N/3 BUt NEED NOT > FRAMING UNLESS A GEOTECHNICAL REPORT IS PROVIDED t0�XC�ED gym' MAX w NODGE ENGINEERING THE BEARING SOILS ARE ,4SSUMED O I/4'x6' SDS SCREW A7 16" 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED, FOLLOW O.0 TOP PLATE TO TRUSS ALL DIRECTION OF THE �OTECNNICAL R�POR7. O TOE OF SLOPE GEOTECHNICAL BOttOM CORD O N/2 BUT NEED NOT O TOENAIL TRUSS t0 TOP EXCEED 15' MAX w PLATE WITH lU ad At 16" j O DACE OF STRUCTURE � ON CENTER O O NCzAIm OR A35 AT 32' O.C. 2 � ALTERNATIVE t0 NOTE 4 Z SDS SCREWS � NOTES 5 o -INSTALL SCREWS UPWARD C 70 THROUGH TOP PLANJ Q S INTO �' - � L .- T (1)o .- -� m � 01 �C CENTER OF BOttOM TRUSS � d W �� L = a)a �, 0 0CNOIW. � in c � a (a o a> -`o w o�m0o FOOTING t0 BEAR ON � �OOTINCx REBAR ;F4 6 10" O.G. *VALUES BASED ON SIMPSON STRONG T� FASTENER :;ll" -$RACE tRUSS�S PER SCSI. � � ° I-- a), � _ � � a = 20:5 � 5 3 WI7�-4 3' COVER 5"�°`u�. e"iw� ro wu°"' `�u" CONSULT TRUSS MANU��4CTUR�R � � � Z � � � �, � � LL4--(8 FIRM UNDISTURBED I�QIIII�NTSFORfASTfN9i INSTALLATION. � � � ` = N -� � � �. � Q NAtIV� SOIL OR na K�1'IUAI' REBAR TO MATCH 2 FOR $RACING REQUIREMENTS. a £ O =m N � a20 B �NGINE�RED SILL VERTICAL R�BAR SPACIN SIMPSON VG7 DOUBLE INStALLAtION SIMPSON YGtR/L E p " � _"� ° `° ''0 � d 3� C V C� N iBc 1,501.2.2 26 UJ/ l2) NDU4 W/ NDU4 22 rl8 isc �i� �sms.�.� rl4 UNIREFRAINED CONCRETE WALL - 40 PSS SURCHARGE - 201a IBC D2 TRUSS UPLIFT CONNECTORS D2 GA5LE ENE) TO SHEAR WALL ATTACHMENT D2 FOUNDATION CLEARANCE SROM 5LOFE5 D2 is a � � � DRAINAGE - EXTERIOR GRApES ADJACENT t0 THE WALLS OF THE HOUSE ,4RE t0 E3E 5LOPED $ � N O (2) 2x4 LAMINATIONS lU/ (I) j (8) 16d NAILS STAGGERED AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR N ROW OF StEi�ED lmd � o � � 1,4: � � BELOU1 THE FOOtINCx/SL,4B ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING� COMMON WIRE NAILS a 12 cc ¢ MjN At EACH SIDS OF TOP "` "' L4ro PLATS SPLICE. WALL5 ET IN 5URROUNIDED B VER 3 � WA5HEDGHT. DRAIN5 ARE TO PEA -GRAVEL Ofi� GRANULAR AR �IL515T �L WITH PERFORATED o" � NPVC PIPER� N 2 (2) 2x6 LAMINATIONS lU/ l2) �oR pL�r� S�'Li� 2 (3) 16d NAILS StAC�ERED � A NONWOVEN OT X71 FILTER FA IC TUJ NTN IN,4C� MATERIAL AN THE - �, � O ROW OF St ERED I(�d 2 � � O ,4t EACH SIDS OF BOttOM � E E E �� L �R BR BE EE � DRAINAGE �� L D E � — COMMON WIRE NAILS is6�oc REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE � � PLAN SPLICE. "' EACH SIDS THE FILTER FABRIC SUCH 7NA7 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE � ' 3 � (2) 16d NAILS 10 16' cc INTO O, BACKFILL AND EXTEND5 OVER THE TOP OF THE DRAINAGE ZONE. STUDS 2-1/2' O (3) 2x4 LAMINATIONS W/ lll THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOTINGS a� ROW OF 67ACGERED 30d o � COMMON WIRE NAILS a 16'0 O SIMPSON 36" C614 MAY BE AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT 70 ALLOW GRAVITY � EACH SIDS USED IN LIEU OF NAILING AS � D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE FEIRFORATION5 ARE t0 BE LOCATED ON THE �-� IND ICATED.(NOT SNOUJN FOR LOWER PORTION OF THE PIPE. � O (3) 2x6 LAMINA710NS W/ (2) CLARITY) 'r�� ROLUS OF STAGGERED 30d On2-1/2 COMMON WIRE NAILS 8'oc � RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH o 1-1/2N "' EACH SIDS � THICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 600, o I -I/2' OR WELL GRADED AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 NOTE: PLATE SPLICE (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO I APPLIES WHEN NO OTHER THE FOOTING DRAIN 5Y5TEM. 2 SPLICE IS INDICATED. ROOF AND SURFACE RUNOFF ARS N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM 3 AND SHOULD BE HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM.27MR 19CD8 B33 ROW CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 D2 Q � (:D WALL FRAMING h y EXTEND STRAP ON PONY j MANUFACTURED ROOF WALL 70 FLOOR ABOVE • O TRUSS WITH ENERGY PEEL CENTER STRAP ON O WITH AN M5TCE4.O I/2" MIN FROM CORNER O (IF PRESENT) JOIStS AS SNOIUN 0O Q O O 2 • OO 1/16" O °o , �I) �4 R�BAR MAY BE SNEAR WALL NAILING PER WHERE 0FOUNDATION REBAR OR PLAN A 15 MORE THAN 0 0 o0 o POSt TENSION � �0 �PROVIDE 4'CSI6 EACH OSB OR SMART SIDE Qw � V PANEL BLOCKING W1 Sd � SIDE OF SPLICE W/8 -16d 0 o O o ° � O 24' MIN REBAR LENGTH� W 6' cc INTO DOUBLE TOP � . � a COMMON NAILS , o o o , 5 O � ° PLATS 8 TOPG�ORD BIRD � � , o (4) NOTE: NOLDOUNS At PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK � O ROOF SN�ATNINCx PER PLAN °CORN�i� ARE SPACED (4) � .,a. a O l2) 2X PLAtE o o �� I/2" FROM EDGE. UJ/ ad a 6' cc INTO BIRD � a � BLOCK BLOCKING. � a ..... .. �. a Q O O O NOLDOUJN PER PLAN o 0 0 �2 PONT WALL SHEATHING � � � � 3 •�� � O CLEAR SPAN 11' MAXIMUM. � O SIMPSON Nl CLIP. TYPICAL a . . 8, � � � • . � � o � % FOR TYPE RJ NOLDOIUN �j. � SNE,4R NAILING TO MATCH � ;�:��� ;%' �D' FOR NON RJ NOLDOIUNS J Q 0 AT ALL TRUSS BOTTOM a . a : a � WALL ABOVE � �. .. 2 BUILDING � p CHORD TO DOUBLE 70P � � . ' N � 3 j PLA7� INt�RSEC710NS .� a� �. a O 6' MAXIMUM PONT' WALL-' ' ; ' O COMPRESSION BLOCKING CODE 2018 IBC . IDU NOLDOl1JN WIND � �j O MATERIAL � °� `. �a. O (WHEN SPECIFIED) O (2) ad NAILS 6 8' O.G. OR 16d � 16' O.C. EXP. B 91 MPH 2 0 0 ° � a _ � ��sr � Stub PACK OR POST PER � SEISMIC DESIGN II ':k Ski Strang -Tie . $ . , 1'N PLAN I BUILDER t0 DETERMINE CATEGORY D 6 TALL STEP TO RETAIN STi-�D 5THDRIJ IF StND OR StND/RJ IS ROOF SNOW 48' SOIL MAX APPROPRIATE. TRUSS SECTION r28 16 LOAD 25 PSS RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2J 25 21 1 � THE TRUSS DESIGNER'S GABLE SND BRAG ENG. P.E. JOIN N. 1 DETAIL TAKES PRECEDENCE. USS THIS O 2x6 MINIMUM BLOCKINCx DATE DETAIL IF THE TRUSS DESIC�NER DOES N07 PROVIDE A C�ABL� SND BRAG DETAIL BETUJEEN TRUSSES OR X8.2223 O ROOD MUSSES PER PLAN RAFTERS, NAIL ROOD REVIEW SHEATHING 70 BLOCKING ZACK C. � O 2x BLOCKING UJ/ ad is 3' O.C. ANALYST C6) Imd NAILS ALEC H. d 6 � O In' O.C. FOR 2x BLOGKINC� SHEET TO TOP PLATE. O 2 _ O o O 2x6 DIACONAL ROOF SHEATHING PER PLAN 0 BRACING SPACED 6 i2" X o 0 O.C.AttACNED U/ (3) USTCPER -� � 2 3 16d NAILS low O WALL PANEL SHEATHED I O (INSTALLED N PAIi�S) 50F b' SHEETS � O� 2 TOE NAILS ON ONE SIDE 4 � � (0 2 PROJECT NUMBER I TOE NAIL ON OPPOSITE SIDE DOUBLE TOP PLAN 230362 8 � OF EACH RAFTER OR TRUSS SOFFITpvt I S�IEA7�1 WITH OSB 3 O GABLE SND tRUSS O 2x4 BOTTOM CHORDw ��W A R� F 3 TRUSS BRACINCx 8' P � 'tip � MINIMUM 's 48' O.C. ALONG .WALL BELOIU. ATTACH t0 � � II M �X� EACH tRUSS 3_/8 6 Ul/ (2) 16d NAILS `' o,�.FF�is-rE��'G��`� �J SS/,ONALEN r29'-' r2�5' 21 17 �COPYRIGHT�uir•��R�� INC. D Y HEEL TRUSS WITH SOFFIT D2 D2 D2 C�,48L� SND 8�,4CE D2 ���-���WIT�A��$ CERTIFICATE �� 42 38 34) 30 0 0 42 328 r3f r30' D3 D3 D3 D3 43 39 35 31 43 39 35 3j: D3 D3 D3 D3 44 40 36 32 0 0 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 F -4 mismoss rl� - BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN N. DATE 06.22.23 REVIEW ZACK C. ANALYST ALEC H. SHEET OF b' SHEETS PROJECT NUMBER 230362 COPYRIGHT cQ2023 I-IODCxE ENGINEERING, ING. 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 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 Kw%l9l" 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 (2)16d (CEDAR) 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G -P -LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI (NOT AT BRACED WALL PANELS) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI AT INTERSECTING WALL CORNERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI (2" TO 2" HEADER) 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2 -PLY G -P -LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI AT END JOINTS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST (NOT AT BRACED PANEL) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI BAND JOIST AT BRACED PANEL 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI TOP PLATES, LAPS AT CORNERS AND E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI JOIST TO STILL, TOP PLATE OR Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM JOIST/BAND JOIST OR BLOCKING 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 2" SUBFLOOR TO JOIST OR GIRDER Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI 2 LUMBER LAYERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST JOIST TO BAND/RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 W PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS 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 (2)16d (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 ;