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2022.0101 - MM 2 ENGINEERING (approved)2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220278 FOR: RUSH RESIDENTIAL PLAN: MAPLE A A SITE CRITERIA 51MP50N 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) 861x30' U.N.O. CATEGORY POST PER PLAN OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x(o MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN 3/4' T 4 UNBLOCKED PLYWOOD OR 058 CLUED AND NAILED W/Sd a 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) STEP20 FOLLOWING GRADE D2 RETAINING WALL DETAILS FOR STEM WALLS OVER 48' U.N.O. 26 27 D2 D2 50U,45H BLOCKING O 5TUD(5) FOR POINT LOAD FROM ABOVE O SQUASH 5LOCK(5) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP)Al 24 24 M� 24 ADJUST CRAWL SPACE VENTS TO BE 12' 4x10 PT HF*2 F FAj MINIMUM AWAY FROM HOLDOWNS. HUC40 U O �4 OPT I ON OF (1) DTT2Z IN LIEU OF (2) DTT1Z 40'-0" 14 __ __ X N STPD 14RJ STPD 14RJ ` STPD 14RJ U12 TND 14R,. �ti�ti M5 24 4x10 PT HF*2 5 HUC45 OPTION OF (1) DTT2Z IN LIEU OF (2) DTT1Z STPD 14RJ U3 — — — — ,.� �--- HOLDOWN SCHEDULE 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* SNOW HDU5 - HF MEMBER 4340* N/A (14)-6DSY4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" 3-1/2'x12' GLB MIN. O HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 212' TO (2) STUDS 5ST528 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* 0=(2)2x4 MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 861x30' U.N.O. HDUII - DF MEMBER 9335" POST PER PLAN 51U1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' URO. HDU14 - DF MEMBER 14445* 12K CAPACITY SEE HOLDOWN/STRAP SCHEDULE POST PER PLAN 5THD14/5THDI4R) - 3500* (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' PER MFR N/A N/A M6TC6653 - 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 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) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) STPD 14RJ DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSION@ WITH RUSH PRIOR TO PLACING FOUNDATION 24 Q` ti 12" 8'-3" 0i 16' 10'-10" g _�2 19-62 40' -oil DO NOT SC,4LE(1/4" =1' ) FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION FOR ENGINEER USE ONLY I MEMBERRX 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN LIV 2BK CAPACITY SNOW OR 4.0K CAPACITY 24 24"x24"x6' UJ/(2) *4 EACH WAY FOR PLAN REvIEw USE ONLY RX 4x8 5BK CAPACITY 3-1/2'x12' GLB POST PER PLAN O 30 ®_4x4 =2x6 DESIGNATOR =2x4 ® :4x6 1=(2)2x6 0=(2)2x4 30'x30'x10" UJ/(4) *4 EACH WAY m=(3)2x4 ® .=(4)2x4 5.5K CAPACITY SHEARUJALL DESIGNATOR POST PER PLAN 51U1 36 D�SWI sw HOLDOUJN/STRAP 3(o'x36 "x12' UJ/(4) *4 EACH WAY ® 12K CAPACITY SEE HOLDOWN/STRAP SCHEDULE POST PER PLAN 42 C514 DETAIL GALL -OUT 42"x42'xl2' WK5) *4 EACH WAY SEE 'DI' SHEETS POR 1 16SK CAPACITY COWESPONDING DETAIL 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 2IK CAPACITY &0'x60'x14' UJ/(8) *4 EACH WAY 33K CAPACITY -72"x-12"Aro" UJ101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POSt TO FOOTING UJ/ Iff S2MA35, OR MB1 5 B U.N.O. a Q REBAR MAT PER ' gA FOOTING SCHEDULE 3' FROM SOILOSIDES # BOTTOM I 6 � 29 12 � I D I I I I 1" -12 -lz 5 -lZ 5 IZ - g 5 -1 I 5 -1z 2 I I 1 24 24 24 244 4 2 1 I I 4x10 DF#2 F 4 I 1 IL I MI -T F 1 1 g i I j I I 4 4' MAX S EM BLOCKING RESTRAINT AT =NW D1 LL HEIGHT D1 J015T END 4 EACH INTERMEDIATE SUPPORT (SEISMIC ZONED 8502.1) M2 I 4-102 4'- 02 '-1 2.. _ 4'-&,' .. �61 _31 N -4 2 1 a1 Ift 4x10 F*2 4 10 D *2 I 0 U I MI Cml� 24 4 10 D *2 24 2 I I I I1 1 F -_ 0 I I M3-777 I I' 1 I 4'-I' 4 -1' 3'- -3' '-4' '-4' '-4' '-4' N 2 I24 I 24 i�H_ 24 410D*2 t I m I I �X� L 4T 1`4L I I I I 1 � gI__ull r 0 I I 5TPDI4RJ 1 I I Iif I 4x10 E)M 24 N 21, �' �' 1 j 0 STPD 14RJ I I I I I I II I �� 3•_ �� � 2. 2._ 1 " I � I ti I I I 0 d i i 10' 32"-112 ���\Y� o�� r 1 I 11qc +� 48 I I be I e9 I I ---- — — 2 (TYP)1 N 28 m ' 9 DZ c N STPD 14 1 L T l I I 54 I I 4" CONCRETE SLAB i I 1 SLOPE GARAGE SLAB TO A DRAIN OR I I e CONCRETE I I VEHICLE ENTRY DOORWAY. CONTINUOUS PATIO BY _' FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS.ID I III3 I D1 OTHERS I I 1 I (15C 4062.4 - GARAGE FLOOR SURFACES) I I I I I I I I I I 1 1 I r-- ---------------------------- I I STPD 14 L--------- I --J ----------- ------------ — e ----- ------ — D D D14 N 2 j;MC4 7 5 W/ S' STEM AT 7 W/ S' STEM ATM DI PORTAL WALLD1 PORTAL WALL DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSION@ WITH RUSH PRIOR TO PLACING FOUNDATION 24 Q` ti 12" 8'-3" 0i 16' 10'-10" g _�2 19-62 40' -oil DO NOT SC,4LE(1/4" =1' ) FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION FOR ENGINEER USE ONLY I MEMBERRX 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN LIV 2BK CAPACITY SNOW OR 4.0K CAPACITY 24 24"x24"x6' UJ/(2) *4 EACH WAY FOR PLAN REvIEw USE ONLY RX 4x8 5BK CAPACITY 3-1/2'x12' GLB POST PER PLAN O 30 ®_4x4 =2x6 DESIGNATOR =2x4 ® :4x6 1=(2)2x6 0=(2)2x4 30'x30'x10" UJ/(4) *4 EACH WAY m=(3)2x4 ® .=(4)2x4 5.5K CAPACITY SHEARUJALL DESIGNATOR POST PER PLAN 51U1 36 D�SWI sw HOLDOUJN/STRAP 3(o'x36 "x12' UJ/(4) *4 EACH WAY ® 12K CAPACITY SEE HOLDOWN/STRAP SCHEDULE POST PER PLAN 42 C514 DETAIL GALL -OUT 42"x42'xl2' WK5) *4 EACH WAY SEE 'DI' SHEETS POR 1 16SK CAPACITY COWESPONDING DETAIL 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 2IK CAPACITY &0'x60'x14' UJ/(8) *4 EACH WAY 33K CAPACITY -72"x-12"Aro" UJ101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POSt TO FOOTING UJ/ Iff S2MA35, OR MB1 5 B U.N.O. a Q REBAR MAT PER ' gA FOOTING SCHEDULE 3' FROM SOILOSIDES # BOTTOM LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY I MEMBERRX -ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2.0 SNOW 3.0 BEAM DESIGNATOR FOR PLAN REvIEw USE ONLY RX 4x8 DF11 3-1/2'x12' GLB O STUD/COLUMN ®_4x4 =2x6 DESIGNATOR =2x4 ® :4x6 1=(2)2x6 0=(2)2x4 ® =6x6 0=(3)2x6 m=(3)2x4 ® =6x8 ■=(4)2x6 .=(4)2x4 N=8x8 SHEARUJALL DESIGNATOR SEE SHEARWALL SCHEDULE 51U1 D�SWI sw HOLDOUJN/STRAP DESIGNATOR STNDI4 SEE HOLDOWN/STRAP SCHEDULE HDU5 (2)C5149 C514 DETAIL GALL -OUT SEE 'DI' SHEETS POR 1 COWESPONDING DETAIL D1 Digitally signed by John Hodge Date: 2022.05.19 10:30:23 -07'00' o a m o a n d �y Lu wrna N° c m c'6 J. U ti0 /<�� c C f6 N N V�/� .L.. N �O O Q L a J) C O. N O N (6 f6 ~ O ` W, N U U C a S] U1 ` r N c co O cE oyer c ycO) D a O a O - C !� Z N c C ' T N t y U N '� 01 N a N E m m m m c c E c� a rn y a 0 N m a Q U c U C U a N = C U y ` C O C N U)ma o n a� f UILDING ODE 201015C IND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H. DATE 05.19.22 REVIEW ZACK C. ANALYST JOE G. SHEET UL S1 1 OF 7 SHEETS PROJECT NUMBER 220278 COPYRIGHT© 2021 HODGE ENGINEERING INC. I BEEN DIGITALLY SUEDR WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY TEE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220278 FOR: RUSH RESIDENTIAL PLAN: MAPLE A A HANG BEAM FROM FULL HEICsN7 STUDS W/NUCQ410 SITE CRITERIA F01 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) r CATEGORY SEE SHEARWALL SCHEDULE OWNER PER OWNER OWNER HOLDOUJN/STRAP RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN Al ■ 6/12 �1111 ELI 9 1 =I W9 110 9PEFIN Iu U12 �■ 1 .1T 00R 6/12 L I INCA U2 14 R2 �� 2.0 3-1/2"x10-1/2" GLB NI 5LOGKING RESTRAINT AT J015T END 4 EACH INTERMEDIATE SUPPORT (5E15MIC ZONE D 8502.1) U6 1111111wilwilwilwil � —. W*SW—MEW M;=M111 _M69 MCG a= I:m, 9 9m C 1.9 i� R2 U3 F07(j) .1 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd 0 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) F01 POINT LOAD KEY TYPICAL FOR ENGINEER USE ONLY MEMBERRX AT ALL x8 DF*2 4x10 DF12 4x8 DF*2 U1 UIQ U15 6/12 �1111 ELI 9 1 =I W9 110 9PEFIN Iu U12 �■ 1 .1T 00R 6/12 L I INCA U2 14 R2 �� 2.0 3-1/2"x10-1/2" GLB NI 5LOGKING RESTRAINT AT J015T END 4 EACH INTERMEDIATE SUPPORT (5E15MIC ZONE D 8502.1) U6 1111111wilwilwilwil � —. W*SW—MEW M;=M111 _M69 MCG a= I:m, 9 9m C 1.9 i� R2 U3 F07(j) .1 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd 0 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) STUDS 5HALL BE CONTINUOUS FROM 50LE PLATE TO TOP PLATE (IBC 2308.5.1) nU_ Z �� O X man LATERAL BRACING - 5TRUCTURAL RIM 5y MFR LOUJEf;R FROOF 4 Uf=f=EfR FLOO F,4ING G,4VI7�' LOAID ENGINEEfRING DO NOT SGALEII/4'=17 2 HEEL TRU55 IF REQ'D 1 6 37 D1 D1 D3 LEGEND POINT LOAD KEY TYPICAL FOR ENGINEER USE ONLY MEMBERRX AT ALL ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 1-02.0 6.0 LIV END5 SNOW 3.0 BEAM DESIGNATOR '< Za FOR PLAN REVIEW USE ONLY RX 48 DF*2 3-1/2"x12' GLIB ryl lzx STUD/COLUMN < ® -4x4 1=2x& DESIGNATOR =2x4 ® =4x6 l=(2)2x6 minim! ®=6x6 ■=(3)2x6 ■•(3)2x4 ® =6x8 0=(4)2x6 .=(4)2x4 X =8x8 r SHEARWALL DESIGNATOR SEE SHEARWALL SCHEDULE D HOLDOUJN/STRAP DESIGNATOR StH�14 SEE HOLDOU.N/STRAP SCHEDULE HDU) (2r,S14s C6I4 DETAIL CALL -OUT Se£ 'DI' POR 1 CGRRESPONDIONDING DETAIL D1 IV I Ile '0141 4 -Oki `.uai`.u�L_ D D �''� rtiTF4- •'���rF���-rF�-�+rF�a��'rf.I�r��u����u���l.u�rrl.u��rbu���.u.l n W 5Er, ROOM3 I a r I a n - �I���7ull�i'�■I■I�i:i •�� IE f 1 M46TEIR SU 7E Neil 0,11 / 1 11 B3 ' _ 4 co fral STUDS 5HALL BE CONTINUOUS FROM 50LE PLATE TO TOP PLATE (IBC 2308.5.1) nU_ Z �� O X man LATERAL BRACING - 5TRUCTURAL RIM 5y MFR LOUJEf;R FROOF 4 Uf=f=EfR FLOO F,4ING G,4VI7�' LOAID ENGINEEfRING DO NOT SGALEII/4'=17 2 HEEL TRU55 IF REQ'D 1 6 37 D1 D1 D3 LEGEND POINT LOAD KEY TYPICAL FOR ENGINEER USE ONLY MEMBERRX AT ALL ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 1-02.0 6.0 LIV END5 SNOW 3.0 BEAM DESIGNATOR '< Za FOR PLAN REVIEW USE ONLY RX 48 DF*2 3-1/2"x12' GLIB ryl lzx STUD/COLUMN < ® -4x4 1=2x& DESIGNATOR =2x4 ® =4x6 l=(2)2x6 ■=(2)2x4 ®=6x6 ■=(3)2x6 ■•(3)2x4 ® =6x8 0=(4)2x6 .=(4)2x4 X =8x8 r SHEARWALL DESIGNATOR SEE SHEARWALL SCHEDULE D HOLDOUJN/STRAP DESIGNATOR StH�14 SEE HOLDOU.N/STRAP SCHEDULE HDU) (2r,S14s C6I4 DETAIL CALL -OUT Se£ 'DI' POR 1 CGRRESPONDIONDING DETAIL D1 EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI MAIL 5HEATHING TO ALL AMING MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL 51MP5ON L5TA STRAP a BACKSIDE ROWS 1(od SINKER Q 3"O.C. L fRO OF P fRAM f NG G F�A V f � LOAID E DO NOT 22 Z TYPICAL 4x10 DF -2 AT ALL 18 GABLE D2 END5 '< Za `rye 3-1/2'x9" GLB Za ryl < I I I r 5 W LL n O I 4 D D n W 5Er, ROOM3 I a r I a Z - f M46TEIR SU 7E 2(10) / 1 11 B3 9) 4 co /12 n R4 U- � DR OM j p I T I � �- -- r R CSE \ / I I I I X I I I 5/1 n x �o o 5/1 -- - - - -- -- - 24 i / OVERFRAM ING / 22 D2 5 B US R1„I LL U I L R� cfR=' — 4x8 DM— J ry0� T D 6- <��+ 77 4x3r DF*2 8/12 C1 779 8/12 RS 4x8 DF*2 C2 R� 4x8 DF*2 D1 EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI MAIL 5HEATHING TO ALL AMING MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL 51MP5ON L5TA STRAP a BACKSIDE ROWS 1(od SINKER Q 3"O.C. L fRO OF P fRAM f NG G F�A V f � LOAID E DO NOT 22 Z TYPICAL D2 AT ALL 18 GABLE D2 END5 36 TRU55 FA5TENER 5CHEDULE: D3 A35 0 32" oc OR 5DWC 6 a 16" OC. (TYPICAL AT ALL GABLE ENDS) HI - TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (UN.0) (2)H2.58 - TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOGATION5 (U.N.O.) PROVIDE ALL FINAL 5HOP DRAWINGS TO HODGE ENGINEERING A5 50ON A5 COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRU55 CO JOB NUMBER 5J(o040685. DO NOT SWITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECORD. EDEN TO SUE 5T SUITE OFTION DO NOT 5G,4LE(1/0" =1' u� X f IN 7779 TU5 OFTIO DO NOT SG,4LE(1/S" =1') DO NOT SG,4LE(1/0" =1' rzu) Z 13 I ­_O < r 5 W O I 4 n W a r O Z - le'BUILDING CODE 2010150 WIND EXP. 5 91 MPSI SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOHN N. DATE 05.19.22 REVIEW ZACK G. ANALYST JOE G. SHEET S2 Z OF 7 SHEETS PROJECT NUMBER 220278 COPY'RICaHT©2(421 HODCaE ENCaINEERINCa ING. I BEfN D T Y D R WAC 196-23-070 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MA7 BE REMOVED 87 TFC JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220278 FOR: RUSH RESIDENTIAL PLAN: MAPLE A A SITE CRITERIA SIMPSON PRODUCT DESIGN WINDWIND STUD a (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) 58160' U.N.O. CATEGORY (HF x 0.93) ® =4x6 OWNER PER OWNER OWNER a ' O.C. 16d 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN BALLOON FRAME ALL AREAS OPEN TO ABOVE, WK2)2x6 HM STUDS. DO NOT BREAK STUDS. EXTEND HEADER OVER NAIL 5HEATHING TO ALL FRAMING MEMBERS U5ING ad W/ 3" GRID PATTERN. INSTALL 51MP50N L5TA STRAP 6 BACKSIDE (2) ROWS 16d SINKER 6 3"O.C, SHEATH BOTH SIDES W/ S' STEM AT PORTAL WALL SHEATH BOTH SIDES W/ 8" STEM AT PORTAL WALL ,41N f=L00 LATEfRAL ENGINEEfRING DO NOT 6C,4LE(1/8" =1' ) SHEATH ALL EXTERIOR WALLS AS AUNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWNS 00 EN TO GUE57 5UITE OFTION DO NOT SC4LEN/8" =1' ) SLIDE IN fiU5 OFT ION DO NOT SC4LEN/8" =1') FfREE SfiANE) INS DO NOT 6C,4LE(1/8" =1' ) UFFEFLOOR LATEfRAL ENGINEEfRING DO NOT 5C,4LE(1/S" =1') SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. SHEAR WALL NAILING 5CHEDULE SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD a 2x BOTTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SMEAR WALL APA RATED SPACE e BLOCKING PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW JOIST BELOW (DF VALUES) MIN. U.N.O. INDUII - HF MEMBER 80300 EDGES (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) ® =4x6 1/16' OSB ad a 6' O.C. 2x STUD a ' O.C. 16d 6 (2) 16d 5/8' a 48' O.C. 2601365 51U1 ONE SIDE 5THD14/5THDI4RJ - 35000 (2) STUDS W/ (30)16d N/A IT 16' O.G. 1/2' 9 36' O.G. PER MFR N/A 1/16' OSB 8d t+ 4' O.C. 3x STUD 16d is 4' O.C. (2) 16d 5/8' a 40' O.C. 350/532 SUl2 ONE SIDE SEE I-IOLDOU.WSTRAP SCHEDULE or (2) 2x STUD HDU5 9 16O.C. 1/2' 9 28' O.C. C614 SU13 1/161065 ONE SIDE ed 6 3' O.C. (2) 2x STUD 16d is 4' O.C. (2) 16d Q 16' O.C. 5/8' -9 24' O.C. 1/2' 6 M' O.C. 490 / 685 D1 1/1(010655d ° 2' O.C. (2) 2x STUD 16d 4' O.C. LTP4 16' O.C. 5/8' a 21' O.C. 6040/$S5 SU14 ONE SIDE ciN 1/2' m 15' O.C. 1/16' OSB ed 0 3' O.C. (2) 2x STUD 16d 0 4' O.C. LTP4 im 16' O.C. 5/8' a 12' O.C. 980 / 1310 SUFE BOTH SIDES C 1/2' to 8' O.C. SMEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS 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 HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOUN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY t0 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 W/ STEEL PLATE WASHERS Yd x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE Not -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 t0 FRAMING CLIPS SHEATHING IS TO EXTEND FROM MUD -SILL 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) r%2 PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Y6' OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' O.C. MAX. (14) 5W5 SHEARWALL REQUIRES 4-1/2' PLATE WASHER (15) SHEARWALL DESIGNATED WITH AN ASTERISK (f) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL TI -11 OR 5/1(o HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS NOMINAL MODEL NUMBER FOR EW3 NEER USE ONLY ANCHOR BOLTS NAILS SCREWS CAPACITY' 24/16 HDU5 - HF MEMBER 4340" N/A (14)-SDSY4'x 22' TO (2) STUDS SB 5/8x24 U.N.O. HDU5 - DF MEMBER 56450 BEAM DESIGNATOR MIN. 23/32', 3/4' HDU8 - HF MEMBER 5820" N/A (20)-SDSY'x 22' t0 (2) STUDS 65T528 OR SB 1/8'x24 HDUS - DF MEMBER 18100 SPAN RATING MIN. U.N.O. INDUII - HF MEMBER 80300 N/A (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 93350 1=2x4 ® =4x6 I=(2)2x6 HDU14 - HF MEMBER 9260 N/A (3(o)-SDSY4'x 2,2' TO 6x6 MIN. 58160' U.N.O. HDU14 - DF MEMBER 14445" ■=(4)2x6 •=(4)2x4 X =8x8 5THD14/5THDI4RJ - 35000 (2) STUDS W/ (30)16d N/A N/A 115TC403 - 39000 PER MFR N/A N/A MSTC6683 - 44SOO PER MFR N/A N/A C514 - 2490# (18) ed EACH END N/A N/A HOLDOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 5IMP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND 24" O.C. TRUSS/RAFTERS POINT LOAD KEY NOMINAL SPAN RATING FOR EW3 NEER USE ONLY MEMBERRX •ROUNDED To NEAREST KIP TOTAL DEAD\2.0 1.0 6.0 24/16 LIV 32/16 SNOW 3.0 BEAM DESIGNATOR 115 PSF 23/32', 3/4' FOR PLAN REVIEW USE ONLY RX 4X8 DF*2 SNOW LOAD 3-1/2'x12" GLB SPAN RATING (UP TO) RX STUD/COLUMN 100 PSF 1/16' ® ,44 DESIGNATOR e ,2x6 1=2x4 ® =4x6 I=(2)2x6 ■=(2)2x4 ®=6x6 ■=(3)2x6 ■=(3)2x4 ® =6x8 ■=(4)2x6 •=(4)2x4 X =8x8 SHEARUJALL DESIGNATOR SEE SHEARWALL SCHEDULE I SIU( SWI SIU( HOLDOWN/STRAP Ix DES ICsNATOR 5TH014 SEE I-IOLDOU.WSTRAP SCHEDULE HDU5 (2)CS14o C614 DETAIL GALL -OUT Q SEE 'D1' SHEETS FOR 1 CGRR£SPONDINCs DETAIL 1 D1 ROOF 6HEATHING SCHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40 PSF 1/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32', 5/8' 40/20 115 PSF 23/32', 3/4' 48/24 ROOF 6HEATHING SCHEDULE l(0" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 1/16' 24/16 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R5032J.IlU ruz Z ~ � O U WCi I Ix Q W ciN a C O O Z [ROOFSNOW UILDING ODE 2010150 IND XP. B 91 MPH EISMIC DESIGN ATEGORY D LOAD 25 PSF ENG. P.E. JOHN H. DATE ,x5.19.22 REVIEW ZACK C. ANALYST JOE G. SHEET S3 3 OF 7 SHEETS PROJECT NUMBER 220278 COPYRIGHT© 2021 HODGE ENCsINEERING INC. I BEEN DIGITALLY SUED -6 WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION EXTENT OF HEADER 10 WATER HEATER 5DOUBLE PORTAL FRAME (TWO BRACED PANELS) TFOR SHEAR MIN. 4' NET 11 FOR A PANEL SPLICE (IF 1 O SHEATHING PER ROOF ® xt NT OF N A f — HEADER REQUIRED. (MAY BE NEEDED). PANEL EDGES SHALL SHEATHING SCHEDULE. O WATER HEATER SEISMIC SINGLE PORTAL FRAME (ONE BRACED PANEL) A4 -A � LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS W/ 1/8' 24° OF MID -HEIGHT. ONE ROW OF STRAPS LOCATED 1/3 AWAY ° ° ° ° ° ° ° ° ° ° ° ° ° ° O FASTEN SHEATHING TO HEADER O MIN GAP. EDGE CLIPS z W/ Sd COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING 1 FROM TANK CAP AND BASE, Q RECOMMENDED FOR 24/16 p 3 O LAG BOLT PER SEISMIC z o 9 2 I NAILING 15 BLOCKING 16 USED, DHE 2x4'6 RATED SHEATHING WITH BOX NAILS IN 3 GRID PATTERN 75 ° AS SHOWN AND 3 O.C. IN ALL MAXIMUM SPAN 24 INCHES w m STRAP MFR ANCHOR INTO I FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH Ix O2X STUD 4 PLACES (o 1 �• � ° o 0 0 0 0 0 0 o AND SILLS) TYP. (3) 16d SINKERS. O O O Sd NAILS � 6' O.G. AT o O O O ® DRYWALL PER PLAN ° ° e ° ° O O O • • • • . • 12 (2) CONTINUOUS 4 REBAR AT SID WG BREAK ° ° ° ° ° ° ° ° ° O FASTEN TOP PLATE TO HEADER FOOTING. O 2X STUDWALL .. • . • . • . ° o . .. .. .. .. W/ TWO ROWS OF 16D SINKER 13 04 REBAR 4" FROM TOP 04 ; O O EXTEND WALL SHEATHING w 3 m 3 3 NAILS AT 3' O.G. TYP. O 12' O.C. TO TOP OF DOUBLE TOP ui 2 O O ®VENT FLUTE ° (BACKSIDE) (BACKSIDE) (BACKSIDE) ° ° 11 ® LSTAIS STRAP (BACKSIDE). USE PLATE a 3 3 LONGER SERIES TO EXTEND TO REQUIRED LL 5IMP50N HI a EACH TRUSS 0 O O ANCHOR BASE TO WALL—4) TOP OF PONY WALL, IF PRESENT. ® ® OR RAFTER ° ° ° ° ° ° ° ° ° ° O 0 �j MIN. WIDTH=16' FOR ONE STORY PERPENDICULAR TOP d ® m = O STRUCTURES, 24" FOR USE IN THE PLATE INTERSECTION UN.O. Z x FIRST OF TWO STORY STRUCTURES ® (2) H25A FOR MULTI PLY O PLAN VIEW ® MIN. (2) 2x4 (ALL DM) OR (2)2x6 • , 3 O ® S S MFR TRUSSES 0 24" O.C. W/ PLAN ROOF SHEATHING r S O x/16' OSB SHEATHING MIN. 2 •'® O _ m S I(.I\ �Ja ms�;�s f6 = ®6THD14 (UN.O ON PLAN) , : • NAIL W/ Sd 6° O.C. FOR w / PANEL EDGES AND 12 O.C. J ` x� 13 ` INCD O Q Q 9 HEADER EXTENDED OVER Z fo"=-=;z= ° c_'u 12 0 o S' STEM WALL O H AN N o U= o 0 X 1 Q�d °- - -- °SHEARWALL Ea. °a .d. .C.. .sn'n.s .C. .' .es'n.s REQUIRED SHEATH ALL GABLE ENDS z � .,�tu . _ _ _ - - < _. _ _ - _ _ _ _ �._ _ - - _ _ _._ - __ .0 5/S' ANCHOR BOLT W/ I' EMBED USING SWI SHEARWALL c c���c e:. e.. _=34 s'. SECTION ASA ® II 1 1 a s Q U U U a N >, O >° W/ MIN 3x3 x229 PLATE WASHER SCHEDULE 'a. d. a °a 10 �� F� zsbss DBL BOTTOM PLATE 5 1 ` a = n a N °a .° . ee � 0 '0 o "z WATER HEATER FR�4PPING D1 PORT,4L FRAME D1 ROOF 6HEATHING D1 7122-amisi! 0 4x4 POST UNO. O GUSSET GIRDER SPLICE. 6 2 16d 0 2x SOLE PLATE TO RIMP.T. POSTS IF LESS THAN 8 FULL DEPTH GUSSET EACH /W/16d PER SHEARWALL w 12 OCUT TOP PLATE OR DROP SCHEDULE a "FROM SOIL SIDE (Im)IOd. MIN 4X6 POST .� 9 �� BEAM DO NOT CUT BEAM (� 3/4"TSG SUBFLOOR Sd NAIL / °O 8d @ 6"O.C. BOTTOM PLATE _ OO O DOUBLE TOP PLATE OO 4 TALL POST CONNECTION: O ® cl ROOF FRAMER PER ROOF O TO 3/4" FLOOR SHEATHING o = 3 AND GLUE TO JOISTS. AND FLOOR TO RIM M N a O GUSSET ONE SIDE ONLY 6' O.C. a PANEL EDGES ® I CD FRAMING DETAIL ° OSIMPSON 6T22 OR 22" C614 WIDTH OF POST W/ (5)IOd 2 (o u Im' O.C. FIELD NAILING. I ® I ROOF SHEATHING PER 1 O FLOOR JOIST W/(I8)lOd OR DROP BEAM W/ CONTINUOUS TOP PLATE. O 4 8 POST CONNECTION- BLOCK ALL BEARING. FACE 2 ROOF SHEATHING 2 RIM TO TOP PLATE WITH STRAP MAY BE PLACED ON GUSSET BOTH SIDES WKIO) GRAIN AT RIGHT ANGLES TO Imd NAILS. 45 DEGREE 2X4 JOIST. � '/ SCHEDULE ®16d AT 8' O.C. (UN.O.) SIDE OF TOP PLATE ® LATERAL BRACE W/(4)16d \ / / 3 1/16' O.S.B. SHEATHING 2 O TOENAIL JOIST TO TOP ® (6) 16d NAILS I O OR MAB EPB, PB, l2)A35s O W/2x HF 02 STUDS AT PLATE EACH SIDE O2 8 -12 POST CONNECTION: O (2) 16d NAILS a 16' O.C. CROSS BRACE WITH 2X4 AS ® DO NOT CUT INTO 45 / 16° O.C. MINIMUM EDGE NAILS ® ad SHEATHING L STUD 3/8 MINIMUM EDGE PER SHEARWALL 3 SHOWN W/(5)16d EACH END. DEGREE SHEAR CONE OF / DISTANCE O SCHEDULE PC ® BEAM PER PLAN ADD 4X4 BLOCK BETWEEN UNDISTURBED SOIL O W/(4)16d EACH SIDE 5 DBL 2X TOP PLATE 8 TOP j 0 2X CRIPPLES MID -SPAN O I ® STRUCTURAL 1-1/4" RIM j O PLATE TO STUD W/(2) 16d s 16' O.C. S ® PLYWOOD FILLER (AS REQUIRED) I ®2x STUD O \, O 3/4' T 4 SUB FLOOR � ® O HEADER PER PLAN 11 O MULTIPLE STUDS FOR FLOOR JOIST PER PLAN POINT LOAD FROM ABOVE ®(2) 16d NAILS (o \ ® SQUASH BLOCKS REQUIRED UNDER ALL 11 DOUBLE 2X TRIMMER STUDS O _ O FLOOR TO FLOOR POINT LOADS MIN. FOR >6 OPENING UNO. / CONNECTION PER 11 SEPARATE FLOOR TO ® 11 RIM BOARD TO FLOOR 12 NO STRAP REQUIRED IF 5 O (o FLOOR CONNECTION O JOIST WITH (2) 16d CONTINUOUS TOP PLATE 11 O O / z DETAIL 2 / O S I O CONTINUOUS FULL HEIGHT BEAM AND HEADER END 5UPPORT D1 / � � I ® VERTICAL OSB. BREAK FLOOR TO FLOOR CONNECTION D1 O - g Q o BETWEEN TOP PLATES ® ° I AND EXTEND DOWN OVER 0 2x STUD WALL PER PLAN 12 MUDSILL O FOOTING / O CONCRETE SLAB PER PLAN Z N O - O BLOCK ALL PANEL � � N � EDGES NOT LANDING ON O VAPOR BARRIER Q M M 2x MEMBER PER PLAN O O FOOTING CORNER - / \ � J � Q TOP/BOTTOM PLATE TO 1 ® 2x PT W/ ANCHOR BOLTS N S *Iq 1� STUDS W/ (2) 16d THRU PER SHEARWALL SCHEDULE N FOOTING CORNER FOOTING 'T' O STEMWALL CORNER / :. ,� NAILS TYP. (3) 16d THRU 2j #4 HORIZONTAL 3"-5' FROM Lu � OS ... , ..... 1,O 11 NAIL AR W LLS 5W4 sW5 �.: d a TOP OF STEM AND 12' O.C. Di J I SHEAR LL � i �°' 24" STEM SHOWN Lu J " x0 ///// r��' O 3(d MINIMIUM LAP SPLICE O a,,, �. ,/��/��/��/��/��/��/��/ „ ��/��/��/��/.� V W 4 11 2x PT MUD SILL WITH _ '%//\//\//�//\//\//\//� /\/�/ O ® #4 VERTICAL DOWELS a 36' 1Qj / O ANCHOR BOLTS PER '%/i,/�/�/���// �� .. //`/`%�'. O.C. IF COLD JOINT. y $ ® VERTICAL REBAR NOT SHEAR WALL TABLE ;\�� i �/\ / '1 EXTEND TO 3' OF THE SHOWN FOR CLARITY \ / (MIN OF 2 PER PLATES �y 8/� ;; �; y�y��i����� FOOTING BASE. EXTEND PERSPECTIVE OVERVIEW i / �� ��i �x�< � WITHIN 12' OF ANY '� CORNER) MIN 5' FROM �� .' r'«'-____, / � /�� 14' MIN. INTO STEMWALL 1' EDGE ° TYP (UN.0) lel II�I�I�IITIIfItII�I -I �I11=1 I (2) #4 CENTERED IN O O O 21®N :.a 12 SLAB ON GRADE WHERE S FOOTING A. d a SPECIFIED PER PLAN BUILDING STEM WALL CORNER STEM WALL "T' D ° ® FOOTING AND ROOF CODE 2m18 IBC D D 13 DROP JOISTS WHERE MIN. FOUNDATION DIMENSION DRAINS IF REQUIRED O SPECIFIED PER PLAN NUMBER OF FLOORS WIDTH THICKNESS WIDTH WIND D I ° ° I I :. I SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O NATIVE UNDISTURBED SOIL EXP. B 91 MPH ' " " OR STRUCTURAL FILL PER D D � a � . :� 2 FLOOR 15" S' SII GEOTECH SEISMIC DESIGN FLOOR 18' 8' S' CATEGORY D � FROST DEPTH BY ROOF SNOW 12 g 6 IBC TABLE ISm9.1 JURISDICTION 3 LOAD 25 PF CONCRETE CORNERS D1 POST TO 50FLOOR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 PUILDING SECTION D1 FOUNDATION WITP 5L,48 D1 13 (I)FLOOR JOIST OR (� O 2x STUD WALL PER PLAN ENG. P.E. JOHN H. O LANDING 7 / O DRIVEWAY APPROACH PER 1 O 3/4 TSG SUBFLOOR (UN.O.) DATE 1 O O 2X4 LEDGER W(2) Imd a 6' O ARCHITECTURAL SHEETS 05.1922 O.C. <..::.... .:......:':..:..:t.: , ,.:.:. .:..:....., :...: O GYPSUM WALL BOARD 2 3 FLOOR JOISTS PER PLAN REVIEW O (3) 2X12 STRINGERS INSTALLED W/5d COOLER O GARAGE SLAB PER PLAN ® FLOOR GIRDER PER PLAN ZACK C. ® 5-1/2' MINIMUM MATERIAL a NAILS 8' O.C. OR TYPE ANALYST O DIAGONAL BETWEEN RISE s/W SCREWS 'a 16' O.G. O 3 O FULL DEPTH BLOCKING JOE G. i ® AND RUN O CONTINUOUS REBAR O REQUIRED AT ALL BEARING UPPER FLIGHT OF STAIRS O 16d NAIL 12' O.C. (UNO.) PERSPECTIVE (RECOMMENDED FOR IBC 2305.410 SHEET 3 o CRACK CONTROL) . 11 OSUPPORTED ON 3/4 T4G 2 p' s : O2x PT W1 ANCHOR ad NAILED 'a 6' O.0 3 Sd NAIL a 12"O.C. ON ALL / / ' " PER SHEARWALL S�EDULE O O O ® COMPACTED SAND/GRAVEL , �i /moi /�i� �i a PANEL EDGES 12' O.C. FRAMING MEMBERS NOT AT -�, %/i��/%/%/%/%/%�/i ;; . # D 1 ® O 4 HORIZONTAL 3 -5 FROM ® FIELD PANEL EDGES (UN.0) TOP OF STEM AND 12' O.C. O CONTINUOUS BUILDINGce O 2X4 THRUST BLOCK W/Imd rO ORIENTATION OF CORNER g �ii��/i��/i��/i�� �� N 24' STEM SHOWN OF SHEETS O 6' O.C. NAIL TO LANDING O " �' P . FOOTING PER FOOTING O i ��� „ 8 - STUD MAY VARY O i� # O DETAIL .� 11 ®4 VERTICAL DOWELS 6 36 PROJECT NUMBER JOIST O3/4' T 4 SUBFLOOR Sd NAIL 6" O.C. ALL \��Ti 1�-- O.C. IF COLD JOINT. EXTEND 220278 ' O FRAMING MEMBERS AT HOLDOWN PER PLAN \/ a --- TO 3 OF THE FOOTING 2 R G1 3 2 BASE. EXTEND 14' MIN. ® 2X8 LANDING JOISTS PANEL EDGES 412' O.C. ° INSIDE CORNER 2 ° '.. .. ' p e ° . p. ° > —III—I III-_III=I i I=I I �I I 1=�' INTO STEMWALL (UN.0) g IOCI a 6 O.C. RIM TO NOT AT PANEL EDGE MEMBERS /\ /\\/, \ \/ ° a 1 �w A RO 12 O TOP PLATE \�\\�\\�\\�\\ : a 12 O FROST DEPTH BY w 22 ® LSC AT TOP 8 A35s O JURISDICTION S P� :.::...:.:::.: ® ed NAIL 6 6" O.C. (ALL �/\\///\//\\//\\ � ' . , MIN. FOUNDATION DIMENSION 1 (2) #4 CENTERED IN FOOTING ,� Z a BOTTOM PANEL EDGESXUN.0) NUMBER OF FLOORS WIDTH THICKNESS WIDTH - NOTCH STRINGER TO REST SECTION 11 FOOTING AND ROOF 3886 11 �► SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O o STRINGERS SPANNING OVER ON LEDGER p 6 STEPS MUST BE SUPPORTED " DRAINS IF REQUIRED �o� ���sTER� I FLOOR 12 6 6. • " " SS/ONALE� W/4X6 BEAM ON 4X4 POSTS. 12 2X TREADS WI(3) l,�d 3 2 FLOOR IS 6 8 12 NATIVE UNDISTURBED SOIL POST TO 18' CONCRETE FOOTING EACH STRINGER O 3 FLOOR 18' 8' 8' OR STRUCTURAL FILL PER OR STUDWALL(o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT©2021 13 9 7 IBC TABLE ISm9.1 4 HODGE ENGINEERING INC. THIS BEEN DIGITALLT D FER FAIR LANDING CONNECTION D1 INSIDE/OUTSIDE CORNER D1 CONTINUOUS STRIP FOOTING AT GARAGE ENTRE' D1 FOUNDATION WITH FLOOR JOISTS D1 CERr� ATEMAY5a,��e T��UR;GOI�ION 26122 O MFR GABLE END TRUSS 118 THE TRUSS DESIGNER'S GABLE END BRACE 14n UNRE5TR41NED i�ETAININCx U1ALL SCHEDULE DETAIL TAKES PRECEDENCE. USE THIS (—I'� )-/ MIAIIMI IM =I /1/^Yli.lr n . - . . . .. . I r77777) Lu H W T VERTICAL e K D O DOUBLE TOP PLATE (UN.O. ON PLAN) i-/'1TJTIkI1In11a \�atv-AI DETAIL IF THE TRUSS DESIGNER DOES NOTU g TIU NI7RUSSES OR PROVIDE A GABLE END BRACE DETAIL RAFTERS, NAIL ROOF SHEATHING TO BLOCKING ,n.,tt.,,..t ,-I I.,r„-' tr-,lI�n, O PAGE OF FOOTING SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER(7) TOP OF SLOPE AND CIVIL/GEOTECHNICAL ENGINEER Z p Z o v 04 6 12' OC 40' 3' 4' 12' S tv 10' OC 4'-13" 7' 4' a'1'-10' 6' 12' 45 O V OC 6'-3' 13' 1-3/4' a' WALL VERTICAL AT 1-3/4" FROM FACE��J vvl l II NVNV I I /'-L w i i vi i ,nvw i �u�� U1/ 60 W 3• UG.. SHEATHING OVER GABLE BRACING (7' MINIMUM) O H/3 BUT NEED NOT > LL FRAMING AT 24" O.C. ALONG O l6) 10d NAILS UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO EXCEED 40' MAX I LL CONCRETE (f'c) = 2500 psi O HORIZONTAL REBARLENGTH OF WALL. HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED z REBAR (fy) = 60 ksi 04 REBAR AT 10'oc 6' TIMBERLOK OR 6" SDWC TO BE 1500 PSF OR 2000 PSF. WHEN PROVIDED FOLLOW ACTIVE SOIL = 350 cf f 1 0 AT 16' O.C. ATTACH t0 EACH TRUSS O 2x6 DIAGONAL ® TOE OF SLOPE p SOIL ]BEARING = 1500 psf 0 REBAR SPLICE 30' FOR *4 WITH (2) 16d NAILS. ALL DIRECTION OF THE GEOTECHNICAL REPORT. - REBAR, 38' FOR *5 REBAR O TOP PLATE TO BOTTOM ° BRACING SPADED 24 O.C. ATTACHED W/ (3) O H/2 BUT NEED NOT z WITH FOOTING REBAR CHORD CONNECTION PER ° ° 16d NAILS EXCEED 15' MAX � n ° SHEARWALL SCHEDULE O *4 HEEL REBAR 6 12' O.C. �j ° ° ® 5IMP50N GBC 1 o U -D (61-10, WALL VERTICALS ° ° NOTES (o FACE OF STRUCTURE 2 1 (INSTALLED IN PAIRS) U- 1-3/4' FROM SOIL FACE)-INSTALL®BACKFILL WITH 12" MINIMUM FREE ° SCREWS UPWARD 2 tL j DRAINING SOILS. 12' OF DRAIN THROUGH TOP PLATES INTO O DOUBLE TOP PLATE p FILL W/FILTER FABRIC CENTER OF BOTTOM TRUSS Z O 2 KEY (NOT REQUIRED IF SLAB ro 2 CHORD. 3 ®GABLE END TRUSS U- O PRESENT AT FOOTING) -BRACE TRUSSES PER BCS(. 2x4 BOTTOM CHORD _ FOOTING 12' MIN BELOW GRADE. CONSULT TRUSS MANUFACTURER ° iTRUSS BRACING S'fig � Q m � o N aBELOW GRADE IS NOTFOR BRACING REQUIREMENTS. MINIMUM 9 24'O.C. ALONGr a ° ° oWALL BELOW. ATTACH t0 r 3 ° ° c o °REQUIRED IF SLAB PRESENT EACH TRUSS � o ° @ 3FOOTING REBAR #4 10" O.C. ° § ° ° =FOOTING TO BEAR ON O ` - -FIRM UNDISTURBED WITH 3' COVER W/ (2) 16d NAILS c n c @ ° ` `p C C DNATIVE SOIL OR KEYWAY REBAR TO MATCH N a o a T a ... c c �— a rn����m@aoB ENGINEERED FILL VERTICAL REBAR SPACING ;IBC 180122 2_ 22 18 IBc FIG Ia0a.1.1 14 � a ° n a = UNREFRAINED CONCRETE WALL - 40 FF SURCHARGE - 2018 15C D2 G,48LE END TRU55 BRACING D2 G,45LE END SRACE D2 FOUNDATION CLEARANCE FROM SLOPES D2 6 2/ 23 O SHEAR WALL NAILING PER 1 J PLAN 15 I'ro � � <; ,, O ,� DRAINAGE - EXTERIOR GRADES ADJACENT TO THE WALLS OF THE HOUSE ARE TO BE SLOPED SILL NAILING TO RIM ® SILI(oc4' O.C, (DFLOOR JOIST PER PLAN $ � ;; $ AWAY FROM THE STRUCTURE TO ACHIEVE SURFACE DRAINAGE. SUBSURFACE DRAINS AT OR -, 1 Ola) 16d NAILS STAGGERED O AT EACH SIDE OF TOP = c 3 4' ; M � oar- BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING O STRAP WHEN SPECIFIED �llN �qp �O PLATE SPLICE. 3 O DIAPHRAGM OPENING WALLS OVER 3 FEET IN HEIGHT. DRAINS ARE TO CONSIST OF RIGID PERFORATED PVC PIPE u 1=1NES. PLACE SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 5% DOUBLE RIM JOIST LST PER PLAN4)-H ` REQUIRED FOR 6W2 OR 2 4 C� O (3) 16d NAILS STAGGERED 1 H A NONWOVEN -GEOTEXT ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE 1j GREATER SHEARWALLS AT EACH SIDE OF BOTTOM O3 16" OF BLOCKING W/ 36' REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE O1 O ATTACH FULL DEPTH PLATE SPLICE. C514 STRAP THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE BLOCKING t0 DOUBLE TOP - - 3 O (2) 16d NAILS -a 16' oc INTO ® SHEATHING PER PLAN b� BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. PLATE W/ (2) 10d 6 EACH - STUDS ` BAY 1 4 THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS 2 ,°°. 1 ®FLOOR JOIST PER PLAN - - - ® 6IMP60N 36" C614 MAY BE ® O2 O BEAM/DBL JOIST PER PLAN PC AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW GRAVITY 4 O O NAIL SUBFLOOR TO-- - - USED IN LIEU OF NAILING AS AROUND OPENING (TYPICAL DISCHARGE AWAY FROM THE STRUCTURE. THE PERFORATIONS ARE TO BE LOCATED ON THE BLOCKING W/ ad a 6" cc IND ICATED(NOT SHOWN FOR 4 PLACES) (UN.O. ON PLAN) ® LOWER PORTION OF THE PIPE. 9 STUD WALL OR BEAM PER CLARITY) (o BLOCKING FOR STRAP on O � RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH PLAN THICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT SUCH A5 MIRA-DRAIN 600, 0 111(o' RSB SHEATHING To S UNDERSIDE OF FLOOR OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS JOISTS NOTE: PLATE SPLICE (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). THIS DRAINAGE MATERIAL IS TO TIE INTO ® SDWC EACH STUD TO DBL APPLIES WHEN NO OTHER THE FOOTING DRAIN SYSTEM. TOP PLATE. SDWC FLOOR SPLICE IS INDICATED. JOIST TO DBL TOP ROOF AND SURFACE RUNOFF ARE WALL ENDS WHEN E NOT TO BE DISCHARGED INTO THE FOOTING DRAIN SYSTEM jj AT CANTILEVERED PLATE/BEAM. (4 SDWC WALL AND SHOULD BE HANDLED BY A SEPARATE RIGID TIGHTLINE DRAIN SYSTEM. SPECIFIED (UN.TOTAL) WHEN HOEDOWN 27 O.) SPECIFIED 23 19 15 J CONCRETE WALL DRAINAGE D2 CANTILEVERED 5HE,4R WALL D2 PLATE SPLICE D2 LARGE DIAPHRAGM OPENING D2 Q O 28 24 20 O WALL FRAMING 16 L&=- EXTEND STRAP ON PONY WALL TO FLOOR ABOVE iiiFOOTING SIZE ANDj 3x MEMBER AT ADJOINING W Q N 00 OO O WITH AN MSTC54. O 1/2 MIN FROM CORNER REBAR 5CHEDULE / / / PANEL EDGES FOR 6W2, CENTER STRAP ON PER PLAN 5W3 AND 5W4 SHEAR WALL JOISTS AS SHOWN 2 SECTION W/ 3X STUD SECTION W/ (2)2X STUD SECTION W/ 2X STUD ° ° 0 (1) 04 REBAR. MAY BE N Q (SWI ONLY) O SW2 SHEAR WALL ad NAIL: O WHERE FOOTING SECTION o FOUNDATION REBAR OR am N 2O P05T OR STUDS 4' EDGE - 12' FILED SFCr/ON , � � 'A' IS MORE THAN 8' ° ° ° ° ,o ,o � POST TENSION � �, w PER PLAN SW3 SHEAR WALL Sd NAIL. 3 4 PROVIDE 4 CS16 EACH ta Q 3' EDGE - 12' FILED SIDE OF SPLICE W/8 -16d o o ® °°°° a O 24" MIN REBAR LENGTH J 6W4 SHEAR WALL aD NAIL: COMMON NAILS ° ° ° ° Z W J (p j V EDGE - 12' FIELD✓' ° ° ° ° = V W GRgDE a _ ® TOP PLATE SPLICE LINE o o a o ® NOTE: HOLDOWNS AT 2 O 1/16' OSB SHEATHING CORNER ARE SPACED �.4, a 0 (2) 2X PLATE ° o ° 1/2" FROM EDGE. 3 ®2x MEMBER FOR SHEAR a ° a a O ®: ® HOLDOWN PER PLAN WALLS MID PANEL (FIELD) a 2 o d 4 ° O PONY WALL SHEATHING TR PE RJ HOLDO CLESPAN11' MAX I UM. SHEAR WALL PER PLAN e a 8 �`//r'✓ . SHEAR WASE ABONAILING TO MATCH ° W FOR0' FOR NON RJ HOLDOWNS (2) 2X MAY BE USED IN 4 19 . S 6' MAXIMUM PONY WASE 2 BUILDING PLACE OF 3X PER SHEAR a a a O ® COMPRESSION BLOCKING CODE 2018 IBC WALL NOTES O HDU HOEDOWN SWI SHEAR PANEL ® O (WHEN SPECIFIED) O (2) ad EXP. B 91 MPH NAILS a 5' O.G. OR WIND do oo1 FOR COMPARISON a 16d Is 16' O.C. 6W2, 6W3, OR 6W4 0 ° a 12' M1N ® STUD PACK OR POST PER 1 SEISMIC DESIGN SHEAR PANEL II "r s�,� $ d PLAN 1 BUILDER t0 DETERMINE CATEGORY D STHD STHDRJ IF STHD OR STHD/RJ IS ROOF SNOW 28 24 20APPROPRIATE. 16 LOAD 25 PF WIDENED FOOTING D2 51112, 51113, 51114 5HE,4R WALL NAILING D2 STEP FOOTING PONS' WALL FRAMING D2 51MP50N 5TPD D2 29 25 O 40' MINIMUM LENGTH DEEPER BEAM 21 17 DATE ENG. P.E. JOHN H. O SMALLER BEAM �' 05.19.22 1 1 3 NOTCH DEEPER BEAM FOR 2x STUD WALL - " - O FLOOR TRUSS SIZE 4 REVIEW ZACK C. O SMALLER BEAM SEATING. 2 1O SPACING PER PLAN 2 (NOT REQUIRED FOR ANALYST BOTTOM FLUSH BEAM) 3 O T AN O DOUBLE TOP PLATE O NAIL MFR BOX TRUSS TO SHEET JOE G. BUSS PER PL ® IF SMALLER BEAM IS DBL TOP PLATE W/ ad a 6' NARROWER - SHIM OUT t0 O (2) C614 STRAP TIES MIN 40" O.C. (UN.O.) ® ® ®EQUAL WIDTH OF WIDER 2 LENGTH • ® O SHEATHING PER SHEAR WALL SCHEDULE BEAM AT THE CONNECTION 3 • • • . 0 ®BLOCK 2 STUD BAYS W/ 2x O INTERIOR SHEAR WASE D2 'SIMPSON" GGQ SERIES O1/16" OSB NAILED W/ COLUMN CAP (SIZE TO SUIT NAILING SHEATHING PER 10d NAILS AT 6' O.C. LARGER BEAM WIDTH) ° PLAN. 5 OF 7 SHEETS 3 O EXTERIOR SHEATHING, NAIL ° (o 'SIMPSON" HST3 PLATES PER PLAN j 2 ° ® 2x4 VERTICAL SUPPORTS ®NAIL SUBFEOOR TO PROJECT NUMBER � W/ (5) Sd NAILS INTO TOP O EACH SIDE OF BEAM W/((o) BLOCKING W/ ad 6 O.C. 220278 AND BOTTOM CHORD. 5/8' THROUGH BOLTS. 1 O ° (UN.0) CENTER STRAPS ON (BOTH SIDES OF TRUSS) �✓' SMALLER BEAM. MST 4a" j HI CLIP AT EACH TRUSS NAILED EACH SIDEW 2 E ° Ow RO 2 � 1 2 (OPTION) ® 1' GAP BETWEEN ROOF O IF PERPENDICULAR JOISTS SHEATHING AND TOP OF 3 HANG OFF BEAM INSTALL i LATERAL BRACING 'SIMPSON HUFT' HANGERS �Fc s8 ERS° �� ALLOWED FOR FOR STANDARD JOISTS 4 °OSSioNALE�O VENTILATION 'HUSTF" HANGERS FOR MULTI JOISTS OVER 'H5T3' 21 29 STRAP TYP UNO. 25 21 17 HODGE ENGINEERING, INC. THIS BEQ•1 D T Y D R C,4NTILEVERED TRUSS LATERAL BR,4CING D2 C�4,4NGE5 IN BE�4M SIZES D2 CHANGE IN TOP PLATE HEIGHTS D2 INTERIOR 5�E�4R�U,4LL TO PERPENDICUL�4R FLOOR TRUSS �480VE D2 CERT ATIEMAWIT5a,��e ��UR;SD,�ION 42 38 34 30 O EXTEND SHEATHING TO 03/4" T4G PLYWOOD O SIMPSON DTT2Z DECK LOUDER TRUSS BOTTOM SUBI=LOOK HANGERS UJ/ 1/2' HDG ALL CHORD o 1 THREADED RODS z O SHEAR WALL NAILING PER O FLOOR JOIST PER PLAN. O ATTACH ALL ADJACENT PLAN WEB STIFFENERS REQUIRED O TRUSS CHORDS WITH (All o O O FLUSH DOUBLE 2x JOIST 22 0 FOR MFR FLR JST (3) 1/4'x3' SDS SCREWS 7- O OR MFR DOUBLE JOIST APPLICATION a WITH WEB STIFFENERS OR O DECK JOISTS PER PLAN O BLOCKING BEHIND ° ® BEAM PER PLAN j FLOOR JOIST PER PLAN SHEATHING OUT FOR N O O PARALLEL FLOOR JOIST ® FLASHING FLOOR SHEATHING NAILING 2 n O STUD/POST PER SHEAR PARALLEL JOIST: 6° cc. Q f O WALL SCHEDULE PERPENDICULAR J0I6T:3"oc O o X • ® MSTC4853 (WHEN • SPECIFIED ON PLAN) O DOUBLE BLOCKING • 3 2 � REQUIRED FOR Z - O (2)CS14 OPTION PERPENDICULAR I INSTALLATION UJ/ 1/4"x2-1/2' (3(o' MIN LENGTH, WRAP SDS 5CREW6 1 9 AROUND BEAM) ® TOE NAIL BLOCKING TO ® 18" MIN TO STUD WALL PLATE U1/ (2) 16d NAILS � @ = c o O ® (o (C614 OPTION y .��o 5 5 6 me J E�cO co��S. V an d N O O CD N V O)L a O U C 0 0 O NAIL SHEATHING TO BEAM. o N 3 EXTEND BACK 2 JOISt BAYS DO NOT BREAKo =NE_ SHEATHING N Y ~ T PERPENDICULAR FLOOR JOIST Y z N = m Ta CD EXAMPLE RESIDENCE a 0 v v c a N@ O 42 38 34 30 `3�=UCN a o n �� D3 SMEAR WALL AT BEAM D3 LATERAL DECK CONNECTION D3 EXTEND 5HEATHING TO TRU55 BOTTOM CHORD D3 � 43 39 35 31 , O SHEAR WALL PER PLAN � .� O 2x4 PRESSURE BLOCK w o MINIMUM OF (4) DttIZ OR O SIMPSON DTTIZ DECK a (2) DTT2Z PER DECK TENSION TIE UJ/ (2) IOd TOE NAILED 3 N PER IRC 5012.4 2 EACH END O (6) *-J x 1-1/2' SIMPSON SD O2x BOTTOM PLATE PER o C) SCREWS (SHOWN) OR SHEARIALL SCHEDULE M ° (8) 0.148' x 1-I/2' NAILS UJ/ 1(od 'a 4' O.C. � O DECK JOISTS PER PLAN 4 ®3/4" T8G FLOORING ® 3/6' SIMPSPLAN ON HDG LAG �� O RAFTER PER SCREW WITH HDG WASHER PLAN OR 5E)WH TIMBER-HEX j ®HI EACH TRUSS (UN.O.) HDG SCREW (SHOWN) INTO O1/16' OSB W/Sd 6"O.C. o PANEL EDGES 12'O.C. -� %� O HEADER ° FIELD OR GW5 U1/ 1-5/8° SCREWS. 0 0 O FLOOR JOIST PER PLAN S ®HANGER PER TRUSS O � MFR - rl ® FLASHING BY OTHERS - 5)2x6 BLOCKING UJ/ SHOWN FOR REFERENCE O.C. TO TOP PLATE 3" MIN. TPREAD ONLY ® _ . ®BEAM/RIM JOIST PER PENETRATION LEDGER HANGER AND PLAN. EXTEND LEDGER ATTACHMENT 9 SHEATHING OVER FACE PER PLAN / OR 2X10 BLOCKING OPTION OF (1) DTT2Z IN BETWEEN CONTINUOUS LIEU OF (2) DTT1Z STUDS 2x6 PRESSURE BLOCK UJ/ (2) lOd STAGGERED 43 39 C-C 2021 (WOOD CONSTRUCTION CONNECTORS), PAGE 2% 35 AT 6' O.C. 31 J D3 D3 LATERAL DECK CONNECTION - DTTIZ D3 JACK TRUSS 5HEAR TRANSFER D3 Q 00 44 40 36 O FASTENER PER PLAN 32 Q ZN� ° o ° O O (2) 2x4 LAMINATIONS UJ/ (U STUD TO MATCH GIRDER PLY (UN.O Lu Q N ON ENGINEERING SHEETS) 7�4 ROW OF STAGGERED lOd Q 4A M � ALLOWABLE UPLIFTS ° N COMMON WIRE NAILS a 12'oc _ J FASTENERS HF/SPF `V ° N ° N 0 (2) 2x6 LAMINATIONS UJ/ (2) N 6DU1C SCREW 485 ROW OF STAGGERED lOd iu 2 HI 425 _ m ° COMMON WIRE NAILS 6 6'oc J a H2.5A 535 "' m EACH SIDE Lu J '. HIOA 1015 ° = V W HG 2 ( Y (0m 1 2' 1/2� O (3) 2x4 LAMINATIONS UJ/ (1) 5IMP50N LGT2 5IMP50N MGT UJ/ HDU ROW OF STAGGERED 30cl LGT3-5D62.5 (3)PLY 2505 1 Q G- D 3 Y 2920 COMMON W11RE NAILS 6 16'o OMGT (2)PLY 3300 1-1 EACH SIDE • (1)VGTR/L (2)PLY 1600 _ (3) 2x6 LAMINATIONS UJ/ (2) (2)VGTR/L (2)PLY 3990O (1NGT (2)PLY 3555 2'r 2 � ROWS OF STAGGERED 30d COMMON WIRE NAILS 8'oc (2)VGT (2)PLY 5110 1-I/2" cA EACH SIDE (2)VG (3)FLY (o400–BUILDING HGT-2 (2)PLY 6485 ° CODE 2018 IBC HGT-3 (3)F'LY 9035 WIND HGT-4 Y MS-0-1 EXP. B 91 MPH -VALUES BASED ON SIMPSON STROWS TIE FASTENER 2 SEISMIC DESIGN SCHEDULE BUILDER TO FOLLOW ALL MANUFACTURER REMIREMENNTSFORFASTEERINSTALLATION. CATEGORY D 3 SIMPSON VGT DOUBLE INSTALLATION SIMPSON VGTR/L ROOF SNOW 44 40 w/ (2) HDU4 UJ/ HDU4 36 32 LOAD 25 PF ND9 633 F 6C D3 D3 TRUSS UPLIFT CONNECTORS D3 NAILING 5CHEDULE FOR BUILT-UP COLUMN D3 45 41 37 33 ad � ENG. P.E. JOHN H. 16d DATE 805.19.22 MANUFACTURED ROOF REVIEW . TRUSS WITH ENERGY HEEL ZACK G. (IF PRESENT) * O 2X SOLE PLATE TO RIM ANALYST O O O SHEAR WALL NAILING PER ® � UJ/16d a 6' O.C. U.N.O.* JOE G. PLAN 0 3/4 t�G t0 RIM: SHEET Sd 15)6" O.C. 01/16' OSB OR SMART SIDE 2 O 2X OR MFR FLOOR JOIST PANEL BLOCKING UJ/ ad 6' cc INTO DOUBLE TOP® RIM TO MUD SILL W116d D3 PLATE 4 TOP CHORD BIRD 6 4" O.C. U.N.O. PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK O�• ROOF SHEATHING PER PLAN O O O ANCHOR BOLT PER PLAN 6 OF 7 SHEETS UJ/ Sd 0 6' or- INTO BIRD O PROJECT NUMBER TO 4 BLOCK BLOCKING. � � ®SEE SHEAR UJALLUD 0 0'Y 220278 SCHEDULE v O SIMPSON HI CLIP. TYPICAL O (3) SDW62240ODB SCREWS AAS Q u- AT ALL TRUSS BOTTOM �p STAGGERED o 16' O.C. 22 'l CHORD TO DOUBLE TOP O °F 3 fO PLATE INTERSECTIONS INTO STRUCTURAL 2x OR 1-3/4' RIM A j ® SOFFIT MATERIAL ® CONCRETE FOUNDATION (IF PRESENT) 8 �o �A- 2 ® O DECK JOISTS PER PLAN D�FSSONALE�G�� * SEE SHEARWALL TABLE ® 3/4" T4 G FLOORING 45 41 TRUSS SECTION 37 FOR ADDITIONAL NAILING 33 HODGE ENGINEERIINNG INc. THIS BEEN D*ITALLY SWEv-PIER D3 D3 RAISED HEEL TO S�IE,4R WALL CONNECTION D3 PECK LEDGER CONNECTION D3 CERr�A�MWITW AY5EA,��e T��IR�SDI�ION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS 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 �0 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 3. SOIL 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 (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 411. 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 IN SUFFICIENT 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) SPECIAL INSPECTIONS AND TESTS OF SOILS (1705.6) DIAMETER (IN.) CONTINUOUS PERIODIC TYPE SPECIAL SPECIAL ITEM INSPECTION INSPECTION 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE AGGREGATE NOTES CEMENTITOUS 4 X DESIGN BEARING CAPACITY. FLYASH (PCY) SIZE (IN) 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER (1) MATERIAL PACIFIC PRODUCTS X MATERIAL. 2x TIMBERSTRAND (SACKS/YARD) 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING 3/4 -- 5-1/2 X 3000 @ 28 DAYS PLACEMENT AND COMPACTION OF COMPACTED FILL. 100 3/4 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 X HAS BEEN PREPARED PROPERLY. END NAIL 5-1/2 FOR THE SEISMIC FORCE -RESISTING SYSTEMS OF STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F: PERIODIC SPECIAL INSPECTION SHALL BE REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES (102 MM) ON CENTER. (1705.12.2) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO. 400 SIEVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 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 #4, 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 & 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) MEMBER (1) MATERIAL PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (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 #4, 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 & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI -95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 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 2" 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 &TREATMENT APPLICATION SPECIFIED MATERIAL (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA 2X, 4X, 6X OR GLULAM TRUSAOIST BOISE CASCADE LEDGERS ON (FIR) 16d @ 6" O.C. MEMBER CONCRETE OR PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (3)16d 2x GANG LAM 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) Fb=1700 PSI Fb=2250 PSI FACE NAIL 2X, & 4X (CEDAR) 2x SCL GALV (G90) POSTS &LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) E=1300 KSI 6X OR GLULAM E=1500 KSI END NAIL (2) 16d (CEDAR) Fv=400 PSI GALV (G90) Fv=275 PSI TOENAIL (3) 10d RAFTERS, OR RAFTER TO 2" RIDGE 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 AT INTERSECTING WALL CORNERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI (2" TO 2" HEADER) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI TOP PLATE TO TOP PLATE 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 BAND JOIST (NOT AT BRACED PANEL) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST AT BRACED PANEL Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI STUD TO TOP OR BOTTOM PLATE 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 JOIST TO STILL, TOP PLATE OR E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI RIM JOIST/BAND JOIST OR BLOCKING Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 2" SUBFLOOR TO JOIST OR GIRDER 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* (PLANK &BEAM -FLOOR &ROOF) Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BRIDGING/BLOCKING TO Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. 0 W W M U) 0 a x III w PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS 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 G60, 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 &TREATMENT APPLICATION SPECIFIED MATERIAL (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 REOUIREMENTS: ALL METAL CONNECTORS 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 G60, 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 (MIN 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. I -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. J O 0 Z N WQo°° y J N Q N 4A Q ,% w N4 Z Lu 4Lu x y � 0 BUILDING CODE 201015C WIND EXP. 8 9l MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN N. DATE ,05.1922 REVIEW ZACK C. ANALYST JOE G. SHEET Nl OF 7 SHEETS PROJECT NUMBER 220278 COP1'RICsNT©2021 I-IODC�E �NC�INE�RINC=, ING. THIS DOCUMENT NAS SEEN DIGITALLY SIGNED PER WAC I96-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REl'IOvED BY THE JURISDICTION