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MM 18 ENGINEERING
2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220281 FOR: RUSH CONSTRUCTION PLAN: CYPRESS - MEADOWS SITE CRITERIA 5IMP50N PRODUCT DESIGN WINDWIND MODEL NUMBER (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) 561x30' UNA. CATEGORY =2x4 POST PER PLAN OWNER PER OWNER OWNER (3(o) -SDS Ya'x 2Y2' TO 6x6 MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 25 PSF 1 97 MPH B D D II <15% NONE NONE 12" 0.4658 1 1.2868 1 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES LOT 18 HOLDOWN SCHEDULE 5IMP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24'DIA. x 8' ANCHOR BOLTS NAILS SCREWS CAPACITY# HDU5 - HF MEMBER 43400 N/A (14)-SDSY4'x 212' TO (2) STUDS 65 5/8x24 URO. HDU5 - DF MEMBER 5645" BEAM DESIGNATOR I MIN. HDU8 - HF MEMBER 5820" WA (20)-SDSY4'x 212' TO (2) STUDS 55T526 OR SB 1/8'x24 HDU8 - DF MEMBER 181(00 72Z IN LIEU w I MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-SDSYa'x22- TO 6x6 MIN. 561x30' UNA. HDUII - DF MEMBER 93350 =2x4 POST PER PLAN a=(2)2x6 HDU14 - HF MEMBER 9260" N/A (3(o) -SDS Ya'x 2Y2' TO 6x6 MIN. 651x30' U.N.O. HDU14 - DF MEMBER 144450 12K CAPACITY •=(4)2x4 POST PER PLAN 5THDI4/STWDI4RJ - 3500" (2) STUDS W/ (30) I(od N/A N/A MSTC4853 - 39000 PER MFR N/A N/A MSTC6653 - 44900 PER MFR N/A N/A C514 - 24900 (18) ad 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 SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) FOOTING PAD 5CHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24'DIA. x 8' O20oR24 ® POST PER PLAN •ROUNDED TO NEAREST KIP TOTAL DLV EAD 215K CAPACITY OR 4.OK CAPACITY 24 24'44'x8" WW2) 1*4 EACH WAY SNOW 5.5K CAPACITY BEAM DESIGNATOR I POST PER PLAN 30 O 4x8 DF02 I 3-1/2'x12' GL5 72Z IN LIEU w I 30"x30'xI0' UJ/(4) 04 EACH WAY I ® (2) DTTIZ u I oz I 8.5K CAPACITY ® =44 DESIGNATOR I ,2x6 =2x4 POST PER PLAN a=(2)2x6 36 ® =6x6 ■=(3)2x6 36"x36"x12' WK4) 04 EACH WAY ® 12K CAPACITY •=(4)2x4 POST PER PLAN 42 ---------- ------ ----J SHEARUJALL DESIGNATOR 42'x42'xl2' UJ/(5) 04 EACH WAY SEE SHEARWALL SCHEDULE 16.5K CAPACITY C 410 DF#2 I I I POST PER PLAN -12 60 54 48 48'x48"x12" UJ/(6) 04 EACH WAY 21K CAPACITY HOLDOWN/STRAP 54"x54"x13' WK -1) 04 EACH WAY ST14DI4 27K CAPACITY SEE HOLDOWN/STRAP SCHEDULE (o O'xro 0"x14" UJ/(8) 04 EACH WAY `� 33K CAPACITY (2)C6We -72'x-12'xl6' WKIP 04 EACH WAY DETAIL CALL -OUT 4-1K CAPACITY POST PER PLAN 1 o POSITIVE POST 5I-01 5I-01 ' �I-ON 5I-01 I I I 21 I TO FOOTING UJ/ D1 124 $ 24 24 24 24 I S2MA35, OR M$> 5 U.N.O. <: A 1 T-=kl c " 4.. REBAR " MAT PER FOOTING SCHEDULE ° 3" FROM SOILOSIDEB . d G E BOTTOM LEGEND 23'-8' POINT LOAD KE1' POR ENGINEER USE ONLY MEMBER RX •ROUNDED TO NEAREST KIP TOTAL DLV EAD 1.0 6.0 e r 2.0 SNOW 3.0 BEAM DESIGNATOR I FOR PLAN REVIEW USE ONLY O 4x8 DF02 I 3-1/2'x12' GL5 72Z IN LIEU w I I I STUD/COLUMN (2) DTTIZ u I oz I I I ® =44 DESIGNATOR I ,2x6 =2x4 ® =46 a=(2)2x6 ■=(2)2x4 ® =6x6 ■=(3)2x6 ■=(3)2x4 ® =6x8 ■=(4)2x6 •=(4)2x4 ® =8x8 ---------- ------ ----J SHEARUJALL DESIGNATOR SEE SHEARWALL SCHEDULE -- -- -------------- C 410 DF#2 I I I SWI�SWI HOLDOWN/STRAP DESIGNATOR ST14DI4 j SEE HOLDOWN/STRAP SCHEDULE REQUIRED AT ALL HDU5 `� I (2)C6We 0514 DETAIL CALL -OUT SEE 'DI' SHEETS FOR 1 CORRESPONDING DETAIL 5I-01 5I-01 ' �I-ON 5I-01 I I I 21 I 1 D1 124 50U,45H BLOCKING O STUDS) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. STEP FOLLOWING GRADE 20 RETAINING WALL DETAILS FOR STEM WALLS OVER 40' U.N.O. 26 27 D2 D2 I I 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd e 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) U ��� ��U ��� DO NOT 5C,4LE(1/4" =1' EN5URE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) 11 Of OF 33 D3 24 EXPANDED FOOTING 14 NOT REQUIRED BY ENGINEERING 441-01 D2 10'-�" 9'-11211 ol 23'-8' 12 24 °� M4 10Qo�,ti M4 +e D1 e r iry �ry 410 PT PF#2 410 PT NF#2 I - —I----------------------------------- I— 'T ION OF 3(0 Q0 i — — — — — — — — — ----------------------- I J I 72Z IN LIEU w I I I (2) DTTIZ u I oz I I I I I 34 35 32 M31,4 i I 1 A, D3 D3 "' I J0. 4'-11' 4'-11' 4'-1111 4'-111 I 21-14:., TD3 B3 HDU5 HDU5 7.5 ;o 24 24 24 24 24 1 ---------- ------ ----J -- -- -------------- C 410 DF#2 I I I 1 (TYP U.N.O.) j 55 5/844 ANCHOR BOLT 8 j REQUIRED AT ALL HDU5 `� I HOLDOWN LOCATIONS. TYP n /III C�f-kWL.SE/�CE: III I I ' 1 I I 101 5I-01 EI_ON 5I-01 5I -ON 1C/ 1C/ 5I-01 5I-01 ' �I-ON 5I-01 I I I 21 I 1 124 24 24 24 24 24 24 24 I 24 ti L4: -H:[ 1±74� 1±74 4x1O DF*2 1 T-=kl -L4aF- (TYP U.N.O.) 1 ° BLOCKING RESTRAINT AT U- M1 J015T END 4 EACH 1 INTERMEDIATE 5UPPORT D1 o I 1 N I (SEISMIC ZONE D 8502.1) ' I 2X01 I I _�� 4'-1z' 4'-111 4'-lz" 1'_4' 23'-81 I I I Al 1 24 36 2� + 24 4A 24 24 2.7 '� I - l— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 3.9 LE M2 -------------------------------� i 4x10 DF `2 36 I I STHD 14RJ STHD 14RJ 32 O O (TYP U.N.0) I I D3 I ----- o -- o- 1 I STHDI4RJ I NON-STRUCTURAL SLAB ON -GRADE 1 I >4n 4x10 DF#2 1 DBL TYP U.N.O.) 1 I I NO REINFORCEMENT REQUIRED I 24 24 i JOIST 24 241 I BY TH15 ENGINEERING. I M2 REINFORCEMENT RECOMMENDED TO Ih REDUCE CRACKING SUCH AS #3 REAR 24 I AT 12" ON CENTER AND CONTROL JOINTS. I -IO' S' -I' 5'-1' 013 11 11 3 -42 3 -42 21J i I I 1 1 I I 1 1 I I D1 1 1 I I I i I i 4" CONCRETE SLAB I/TI 1_31 41_31 41_31 41_311 21 -14I I SLOPE GARAGE SLAB TO A DRAIN OR I 21 VEHICLE ENTRY DOORWAY. CONTINUOUS 24 24 24 24 24 1D2 FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. I TvF __PatM2L-P 0 IBC 406. 2.4 - GARAGE FLOOR SURFACES) ry+" 1ST D 14RJ 4x10 DF*2 r --�ry�-------�+6_j 1 �n 42 42 1 (TYP U.N.O.) I 57 n UB +" 00 -lax1. ----------------------- 1. 0.4 ---------------------- STHD 14 STHD 14 — — 6 i i ry `�l + I I STHD 14 ry+10 ry+'o ��J I 1 5 W/ 0" STEM AT 7 5 D1 D1 PORTAL FRAME D1 ------------------- W/ " 5TEM ��ti CONCRETE PATIO PO TAL FR +e�' BY OTHERS o��ti +" DIMENSIONS PROVIDED BY RUSH 24 RESIDENTIAL - CONFIRM DIMENSIONS WITH RU5H PRIOR TO PLACING FOUNDATION � 24 I1-611 -0 0e�ti " 8'-0' 2'-�2 IS'-3"RO 21-1111 12'-6" 23'-6" 7r 01 44'-0' 10 I I I I I I I 6, I I `—r I I I I 1 �+b ?� c1 3.5 5 o.o STHD 14 4T IME 1 m Digitally signed by John Hodge Date: 2022.05.23 15:11:43 -07'00' Lu CD sO ME CN i 2 O N ENO cZ 0 N U 2'mNO Oc E m a C 0c` N @ '0 d N E O zwaoa� o N �LLI 13: " r� a ;�A0 c) (A 0cs= a u - r -I kpon PC- r -I - r -I N Z00 O � O � J � vy o� 04 Gok O � W N � w 4A Q ca (j W W ag i% rx f UILDING ODE 20101BC IND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOHN H. DATE 05.23.2022 REVIEW ZACK C. ENGINEER IAN H. SHEET S1 1 OF 8 SHEETS PROJECT NUMBER 220281 COPYRIGHT ©2(422 HODGE ENGINEERING INC. THIS DOCUMENT HAS BEEN DIGITALLY 51GNED PER WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY TIE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220281 FOR: RUSH CONSTRUCTION PLAN: CYPRESS - MEADOWS 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 t =2x6 I=(2)2x6 CATEGORY ® =6x6 ®=(3)2x6 OWNER PER OWNER OWNER ®=(4)2x4 RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES LOT 18 ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRU55 CO. JOB NUMBER J11051333F, DATED 12.1421, CHANGING TRUSSES INVALIDATES THIS ENGINEERING 4x8 DF#2 4x8 DF"2 4x8 DF*2 U4 U4 U4 FULL 5ATH Cf=TICN DO NOT 5CALE(1/4 11 = V) UFFEfR FLOOfR F:fR t"IIN VIT:""LO ID ENGINEEfRING DO NOT 5CY4LEN/4 11 = V) BLOCKING RESTRAINT AT JOIST END e EACH INTERMEDIATE SUPPORT (5E15MIC ZONE D R502.1) PROVIDE ALL SINAL SHOP DRAWINGS 70 HODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DR4WINCs5 DIFFER 5TRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND 51RACE JOISTS AND TRUSSES PER MANUFACTURER LEGEND 24" O.C. TRUSS/RAFTERS POINT LOAD KED' NOMINAL SPAN RATING FOR EWGINEER USE ONLY MEMBER RX *ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 24/16 LIV 2 32/16 SNOW 3.0 SEAM DESIGNATOR I15 PSF FOR PLAN REVIEW USE ONLY RX 4xO r,)M 1(0" O.C. TRUSS/RAFTERS 3-1/2"x12" CELS NOMINAL SPAN RATING 1�X STUD/COLUMN 100 PSF ® =44 DESIGNATOR ® =4x6 t =2x6 I=(2)2x6 , =2x4 ■ =(2)2x4 ® =6x6 ®=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x6 ®=(4)2x4 N = 8x8 SHEARWAL.L. DESIGNATOR�� 7 SEE SHEARWALL SCHEDULE SWl SUJI SwI HOL.DOWN/STRAF DESIGNATOR STHEM SEE HOLDOWNI/STRAP SCHEDULE 1�DU5 (2)C614S C614 DETAIL. CALL. -OUT SEE 'D1' SHEETS FOR 1 CORRESPONDING DETAIL 1 D1 ]ROOF 5HEATHING SCHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS 40 PSF 1/16' 24/16 70 PSS 15/32', I/2' 32/16 130 PSF 113/321,5/8, 40/20 I15 PSF 23/32', 3/4' 48/2 ROOF 6HEATHING SCHEDULE 1(0" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 7/16' 2/16 ISfd PSS 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. 85032.1.111) r - L h�0 wI rte3 Q � �' N (� rr U N O �' O N fii •L N D N O N O cLU LJ.I �c��o (6 J L T L c O" V >��ooc�. O N 70 CO f6 N N V O'er O V 0 0 � c� c' C. CL C _0> f6 ~ O N U L L U C c o 0 c N c c Nc 0) 70 O4 c � a >, O OQ t N O U (6 N "o-) � N N 0 N � c i QE �c�cnoaci� �a) Q U U '§ U-0 N j, O NC LO '� N N cn (6 -0 U Q -0 BUILDING CODE 2118 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FSS ENG. P.E. JOIN H. DATE O5232tD22 REVIEW ZACK C. ENGINEER IAN H. SHEET Z OF 8 SHEETS PROJECT NUMBER 220281 COPYRIGHT@2022 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: 220281 FOR: RUSH CONSTRUCTION PLAN: CYPRESS - MEADOWS SITE CRITERIA 2411 O.C. TfRU561RAFTER5 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 ® =4x4 DESIGNATOR CATEGORY =2x4 ® =4x6 OWNER PER OWNER OWNER ®=(3)2x6 RESPONSE S1 RESPONSE Ss ®=(4)2x6 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT LOT 18 VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES LEGEND 2411 O.C. TfRU561RAFTER5 POINT LOAD TGFs NOMINAL SpgN RATING FOR ENGINEER USE ONLY MEMBER RX +ROUNDED TO NEA�ST KIP TOTAL DL1VD 6.0 2/16 2.0 15/32', I/2' 32/16 SNOW 3.0 SEAM DESIGNATOR I15 PSF FOR PLAN REVIEW USE ONLY 4X5 D1=#2 1(0" O.G. TfRU55/fRAFTEFR5 3-1/2"x12" GLB SPAN RATING (UP TO) X STUD/COLUMN 100 PSF 1/16' ® =4x4 DESIGNATOR ' =2x6 =2x4 ® =4x6 1=(2)2x6 ■=(2)2x4 ®zrox6 ®=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x6 -=(4)2x4 ®= 8x8 5HEAR ALL DESIGNATOR SEE SHEARUTALL SCHEDULE qui SU11 51111 SwI MOLDOWN/STRAP DESIGNATOR 5THD14 SEE HOLDOUIN/STRAP SCHEDULE HDU5 (2r,514s C514 DETAIL CALL -OUT SEE '01' SHEETS FOR 1 CORRESPONDIW-% DETAIL 11"qDl ROOF SHEATHING 5CHEDULE 2411 O.C. TfRU561RAFTER5 SNOW LOAD NOMINAL SpgN RATING (UP t0) THICKNESS 40 PSF 1/16' 2/16 70 PSF 15/32', I/2' 32/16 130 PSF 19/32', 5/6' 40/20 I15 PSF 23/32', 3/4' 48/24 ROOF SHEATHING &CHELDULE 1(0" O.G. TfRU55/fRAFTEFR5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 1/16' 24/I6 ISD PSF 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. �s5032.1.1f1) LL CxREAT RM HEEL iRL155 IF RE Q'D OWNERS SUITE F;;; 00f= f=Ai"`f INS AVITztttr LOAI:) ENGINEEf;;; IN DO NOT 5CALE(1/4 11 = V) PROVIDE ALL FINAL SHOP DR4WING5 TO NODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOF5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER SGALECI/4' = I') T;PIIAA ;:AAT;=1\I;=;P A(-- ;=MI11 P. A35 a 32" cc OR 5DWC 6 a 16" OC. (TYPICAL AT ALL GABLE ANDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS l U.N.OJ (2)H25s -TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (LI.N.O.) 00 V) Z 0 W w F -4 milmoll rll- L 0 N :3 Q 7=j 0 U 5 N 0-(4 7 N fii •L N a) 0 cLU L L c U m a >oc�. o0 �O � ���rr � V 0 0 U c c o 0 c o -(j) c Nc 0'� O a >, O OQ 010 (n !c) C Q U o o N j, O NC'C= a) (a -0 U Q 70 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSS ENG. P.E. JOIN H. DATE O5232tD22 REVIEW ZACK C. ENGINEER IAN H. SHEET 3 OF 8 SHEETS PROJECT NUMBER 220281 COPYRIGHT@2022 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R U)4G 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: 220281 FOR: RUSH CONSTRUCTION PLAN: CYPRESS - MEADOWS LOT SITE CRITERIA 24" O.C. TfRU55/fRy4FTEfR5 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 24/16 CATEGORY 15/32', I/2' 32/16 OWNER PER OWNER OWNER d Is ' O.C. 16 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES • BULL 5ATH Cf='TION DO NOT 5CALEN/a 11 = V) S$ 5/8x24 ANCHOR BOLT REQUIRED AT32 (30 1 N5 ALL HDUS HOLDOWN LOCATION5. tl'P ("�D3 n ouINMRslsuiTE � � U Lj JL CsR—AT RM �r IF— I I rII II I� II I DININCs KITCHEN — U11G STN � /\ D2 32 � i 12' MIN D3 � 5HEARWALL wic Ej 15 6sA D(D swl HOME oFFice � StFID14 S7HDI4 57+14 =.U— 0 r 16 D2 5 5 DL)D1. SHEATHE BOTH SIDES SHEATHE BOTH SIDES 19 \, RD2 ROOF 5HEATHING SCHEDULE 24" O.C. TfRU55/fRy4FTEfR5 SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS ANCHOR BOLT 40 PSF 1/16' 24/16 lD P5F 15/32', I/2' 32/16 130 PSF 19/32', 5/8' 40/20 lis PSF 23/321,3/41 48/24 ROOF 5HEATHING SCHEDULE 1(0" O.C. TRU55/fRy4FTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICIWESB HDUII - HF MEMBER 80300 100 PSF 7/16' 24/16 I80 PSF 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. R5032.LKI) EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI DO NOT 5C;ALE(1/0 1'J SHEATH ALL EXTERIOR WALLS AS CJW1 UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE \/ENtS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS 3'o.c. NAILING - CONTINUOUS SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS D3 Uf=f=EEfR f=LOOfR LATEfRAL ENGINEEfRING_ DO NOT 5CALE(1/011 = 1' ) SWEAtW ALL EXTERIOR WALLS AS W1 UNLESS NOTED OTHERWISE. NAIL SHEATHING TO ALL AMING MEMBERS USING Sd W/ 3' GRID PATTERN. INSTALL SIMPSON L5TA STRAP @ BACKSIDE ROWS Ibd SINKER m 3'0.C. 5HEAR WALL NAILING 5CHEDULE SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SHEAR WALL APA RATED SPACE s 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-5D5 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 ad Is 6' O.C. 2x STUD d Is ' O.C. 16 6 (2)�16d a 16 O.C. 5/6' a 46' O.C. 1/2 tv 36 O.C. 2601365 C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) 5TUD5 UJ/ (30)16d N/A N/A MSTC4853 - 39000 PER MFR 5UJ2 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SW3 A 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' -9 24' O.C. 112's 11 O.C. 41301685 SWC 1/1(01055 ONE 51DE ad 6 2' O.C. (2) 2x STUD 16d s 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 Sud 1/1(01055 50TH 51DE5 8d a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 6 16' O.C.5/8' t112' O.C. 1/2 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 T14E OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOWN 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) A5 AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE bio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 5HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) 5HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFOWANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/844 U.N.O. HDU5 - DF MEMBER 5645* MIN. STUD/COLUMN HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS 65T528 OR 551/8'x24 HDUS - DF MEMBER 18100 ® =6x8 ®=(4)2x6 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-5D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 wl SIU( wl HOLDOWN/STRAP HDU14 - W MEMBER 9260* N/A (3(o) -SDS Y4'x 2Y' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* (2re614s C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) 5TUD5 UJ/ (30)16d N/A N/A MSTC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) ad EACH END N/A N/A MINI 5UITE OPTION DO NOT 5CALE(1/0 11 = V) HOLDOUJN NOTES: (l) 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) SU55TITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'5 APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER RX =ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2 0 SNOW 3.0 5EAI" I DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4x8 DF*2 3-1/2"x12" CRL5 Rx STUD/COLUMN ® =44 9 =2x6 DESIGNATOR ® =4x6 I=(2)2x6 a =2x4 ■=(2)2x4 ®=6x6 ®=(3)2x6 •=(3)2x4 ® =6x8 ®=(4)2x6 •=(4)2x4 ®= 8x8 514EARWALL DE61GNATORw1 SEE S�-IEARWALL SO4EDULE 7 wl SIU( wl HOLDOWN/STRAP DESIGNATOR -5TWD14 SEE WOLDOWN/STRAP SCl-IEDULE WDU5 (2re614s C614 DETAIL CALL -OUT SEE 'Dl' Sl -LEETS FOR CORRESPONDING DETAIL D1 00 Z 0 W w F -4 mismoss rl� - L 7@) E) L -:C fii •L N � a) 0 N O a) � o LJ.I !E CL � o a J L L U a>��ooc�. o ao) � �Y� a 0 N V O'er O V� 0 0 �z� � �'aci �2oa�F i6 ~O N U L L U cc q ui +, a) 4_g >. c a) c o 0 c o N-0 c c E' Q E c 0)m N a) _N Q U U U N O cc 2- cn N -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE O5232tD22 REVIEW ZACK C. ENGINEER IAN H. SHEET 4 OF 8 SHEETS PROJECT NUMBER 220281 COPYRIGHT@2022 I-IODCxE ENGINEERING, INC. T1415 DOCUIENT 14AS BEEN DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION EXTENT OF HEADER j WATER NEATER DOU5LE PORTAL FRAME (TWO BRACED PANELS) (D FOR SMEAR MIN. 3"X11,' NET � � FOR A PANEL SPL ICE (IFSHEATHING PER ROOF EXTENT OF �4ADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE SRACED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/8 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SPIE �4T�1 ING TO HEADER lz 2 4" OF MID -HEIGHT. NE IGHT ONE ROW OF STRAPS LOCATED 1/3 ,�UJ,��' � ° � ° � MIN GAP. EDGE CLIPS z -1 0 d ° TYP. SHEATHING TO FRAMING � FROM TANK CAP AND 5A6E. 4 0 d o W1 ad COMMON OR GALVANIZED RECOMMENDED FOR 2�/1� p 3 NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX NAILS IN 3' GRID P,�TTERN RATED SHEATHING UJIT�I Mn � LAG BOLT PER SEISMIC z ° g 2 0 0 ° II BLOCKING IS USED, THE 2x� 5 •: M,�XIMUM SP,�N 2� INC�IES AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ANCHOR INTO 0 ° MUST 5E NAILED TOGETHER WITH pC 2X STUD PLACES ° ° ° ° ° ° ° 0 0 0 ° ° FRAMING (STUDS, BLOCKING, (3) 1�d SINKERS. ad NAILS 6 � O.C. AT 0 0 O O O O O O O O O O O 0 0 AND SILLS) TYP.II 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �'WA AN ° ° ° ° ° ° ° ° � (2) CONTINUOUS 4 RE5AR AT • DR LL PER PL °°°°°°°°° # BRD50C G 2 � 12 ' 0 0 0 0 0 0 0 0 0 j j j °°°°°°°°° SHEATHING 5REAK 0 0 0 0 0 0 0 ° o •• a 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING.01 •:: 2 X STUD WALL � 0 0 0 0 0 0 0 0 0 ° ° ° ° ° ° ° ° ° UJ/ TWO ROWS OF 1&D SINKER #� ,� �." FROM TO �� : • ••, � � EXTEND UJ,�LL SHEATHING 0 0 0 0 0 0 0 0 II 1 3 RE 5 P .. W 3 3 N,4IL5T 3 O.C. T�'P. , TO TOP OF DOU5LE TOP 00 OC �• 4 C 4 CO 0O 12 O.C. �o VENT FLUTE _ (BACKSIDE) (5ACKSIDE) .• (BACKSIDE) : � �(4)L5TA18 STRAP (5ACK51DE). USE II PLATE Q o0 00 00 00 •�. 0 0 � 0 0 � 8 STEM UJ,�LL . 0 0 0 0 • 2 00 0 ° ° ° 0 ° LONGER SERIES To EXTEND To REQUIRED 5IMP50N X11 6 EACH TRU55 ® 00 00 (0 � �0 00 0 0 0 0 C C00 T N A IF NT � ,�Nc�IoR S,�SE To UJ,�LL TOP of Po WALL, PRESENT. : • o RAFTER 1 K° ° ° ° MIN. WIDTH= I(o FOR ONE STORY . . PERPENDICULAR ICULAR TOP o (4)�, STRUCTURES, 24" FOR USE IN THE - z _ .. .. .. .. .. PLATE INTERSECTION UN.O. • x :: :: :: :: :: FIRST OF TWO STORY STRUCTURES � ® (2) H2.5A FOR MULTI PLY .. .. •• •• .. PLAN VIEW � :: :: == :: :: • . • • • • . • • • • • � MIN. (2) 2x� (,ALL DM) OR (2nx� • .. .. • • .. .. 3 MFR TRUSSES e 24" O.C. W/ .. .. g .. 8 .. 8 .. Q �� 2 II • • PLN 8001= SHEATHING NG = � o N � 1/1 055 SHEATHING MIN. ~� �' .. .. .. .. .. NAIL L UJ/ ad O.C. FOR `° `� 9 N o •i •i i• i• i• • • • II i 4% N O .. .. .. .. .. W .. .. .. .. .. 5THD 14 (UN.O ON PLAN) ' • ' • PANEL EDGES AND 12 O.C. � � � o N " Y • c�N V �E20 X00 �( 0 0 0 0 0 0 0 �� !!l!���� 0 0 0 0 0 0 0 0 •• • • IN FIELD Q� � � C Q L ,` o 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 • •• j L "' N L N z .0. d •�• IL •p• p •p• p •p• HEADER EXTENDED OVER I H L C b 8 STEM WALL � REQUIRED S�IE,�PUJ,4LL • . SHEATH ,ALL GA5LE ENDS �' _ = p � 28 N `� Q � _ _ _ _ 4 ° 'gin c o >, L a moo a�No�� oc =10v. A d. fl. o. D fl. O. D E L L z N � cn N 1U o o a• v, r p. D, o o rv. o 0 0 1 II •• USING 5W1 5H1 A WA _ U L �, °, o /8 ,�NC�IORSOLTUJ/IEMBED Lg �, c _ A v. a - - o - o DSECTION f• -t — f�•-t II 1 II • a Q U U V � >, N • SCHEDULE o a a e ' D° b ; ' : , UJ/ MIN 3x3 x.229 PLATE UJ,�S�-IER _ q• d. 4 e A • cn -0 O Q i C N ri IBC FIGU 23OSb52 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o ll 4x4 P05T UNO. GU55ET a GIRDER SPLICE. / 1(Od(DWII(od 2x SOLE PLATE TO RIM , P.T. POSTS IF LE55 T�-I,�N S" FULL DEPTH GUSSET EACH PER 5�-IE�4RUJ,�LL�/�� �� 1 CUT TOP PLATE OR DROPSIDE\ SCHEDULE �, i � � 12 FROM 501L (10)10d. MIN 4X(o POST o N SE,�M DO NOT CUT SE,�M / g II $ 8 .. $ II 9 ad 'm � o.C. 50TTOM PLATE _ 3/ TG SUSFLOOR ad NAIL j TA OST CONNECTION-. I ON: 2 II = � = tp o � 2 DOUBLE ToP PL,�TE _ LLP E ,4ND GLUE To JOISTS. ® Root= FRAMER PER Root= To 3/� FLOOR SHEATHING o M � � a o 2 1 1 GU55ET ONE 51DE ONLY FRAMING DETAIL AN FLOOR TO IM .. � O.C. � PANEL EDGES ® D L R R • . SIMPSON 5T22 OR 22 C514 WIDTH OF POST W1 (S)10o1 2 � u 3 10 O.C. FIELD NAILING. � 3 FLOOR JOIST . UJ/(18)l0d OR DROP SE,�M UJ/ - - I I ® ROOF S�IE,4T�11NG PER � -8 POST CONNECTION: 5LOCK ALL 5EARING. FACE 2 .[all Root= SHEATHING 2 RIM To TOP PLATE WITH .. CONTINUOUS TOP PLATE. - GU55ET BOT�I SIDES UJ/(l0) GRAIN ,4T RIG�IT ,4NGLES TO / � STRAP M,4�' SE PLACED ON - - SCHEDULE lid ,�T 8" O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. • SIDE OF TOP PLATE - � II � TOENAIL JOIST TO TOP LATERAL 5RACE WI(4)l(od 5IMPSON EP5, P5, (2)A35s � — / 1/1� 0.5.5. SHEATHING � • PLATE EACH SIDE (6) 1(od NAILS � _ � OR MA5 W12x SIF #2 STUDS AT � • 4 � 8 12 POST CONNECTION: . 1(0" O.C. (UN.0) W/Sd NAILS ad SHE ATH ING TO STUD � (2) l(od NAILS 0 1(o" O.C. CRO55 5RACE WITH 2X4 AS g DO NOT CUT INTO 4S r / o , � -1--I � 3/8 MINIMUM EDGE PER S�E,�RUJ�LL SHOWN WKE( )1(od EACH END. DEGREE SHEAR CONE of 3 � 3 / o � SE,4M PER PLAN ,ADD 4X4 5LOCK 5ETWEEN UND I5TUR5ED 501L D 15TANCE SCHEDULE � WI(4)1(od EACH SIDE � � D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES � .: • MID - SPAN � STRUCTURAL 1-1/411 RIM PLATE To STUD uJ/(2) • 1(0 d 1(' O.C. • S g PLYWOOD FILLER � � 2x STUD (AS REQUIRED) ° � 3/4 T 4G 5U5 FLOOR 4� 3 HEADER PER PLAN _ / j j g MULTIPLE STUDS FOR POINT LOAD FROM �SOVE 9 / � FLOOR J o 1ST PER PLAN Lo (2) l(od NAILS (o � SQUASH 5LOCK5 DOU5LE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL ' INT A MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o g SEPARATE FLOOR TO PIM 50RD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •• �o FLOOR CONNECTION JOIST UJIT�1 (2) lid CONTINUOUS TO AT / P PLATE ... .. .. � •• DETAIL � 11 � � � 2 1 z g CONTINUOUS FULL HEIGHT D1 •� •/ 8 D1 O 5EAM ,SNDHEADEREND SUPPORT VERTICAL 055. 5REAK FLOOR T O FLOOR CONNECTION 000 4 o SETUJEEN TOP PL4TE5 AN EXTEND OWN OVER x T A AN J Q . D E EDD ER j 2 STUD WALL PER PL � / Mu 51 O . D LL (� � ' 2 CONCRETE 5LA5 PER PLAN N FOOTING � / 3 G 5LOCK ,ALL PANEL N • _ 9 41O • EDGES NOT LANDING ON)VAPOR0 �3 8�4RR I E R � .q 2x MEMBER � •. PER PLAN 0 (D . .:N:1 FOOTING CORNER .0000000 1\ TOP/50TTOM PLATE TO � 2x PT UJ/ ANCHOR 5OLT5 Q A 1 N �j STUDS UJ/ (2) l(od THRU PER 5HEARWALL SCHEDULE W a• \ 10 ' NAILS TiP. (3) 1 � d T�1RU � C4 FOOTING CORNER FOOTING 'T' 5TEMWALL CORNER • . #� HORIZONTAL 3"-�" FROM Farm A 10 11 NAIL FOR 5W3, SUJ� � SUJS z R L R • g TOP OF STEM AND 12 O.C. SMEAR WALLS ffJ ' I' Iva ° d II I 2 STEM SHOWN II X 0 / / ///// ri ol 3 30 M IN IM I UM LAP SPLICE 2x PT MUD SILL UJIT�-1 �i��1 � j 0 ANCHOR 50LT5 PER -� ,� %/��/i��/i��/i��/i��/i :. ��/ice/ �!���%, O.C. I COLD JOINT. W / 1 .\\\\ \ (4)VERTICAL REE3AR NOT SHEAR WALL TA5LE , \i ,�i� d I I � . � , Q \ , EXTEND TO 3 OF THE Q; 5HOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ g •Farm v ' \�//\�/\�//\�//� � � �\ SOOTING S,�SE. EXTEND PERSPECTIVE OVERVIEW WITHIN 12 OF ANY 1 II ,��%/ •• «__ �/ 14'MIN, INTO STEMUJ,4LL>% CORNER) MIN FROM \�, / a v a r��� �!iTYP (UN.0) �� EDGE .a i-1 I I— I I—III—III—III—III—III—III- I • :. .. =III=i i i I=1 I I=i l i=III-1 I (2) #4 CENTERED IN .00 SL,�S ON GRADE WHERE 2 12 8 FOOTING 2 MIN / a a / SPECIFIED PER PLAN °J a BUILDING II 1 •. D .. • • _ • ° ' 8 FOOTING AND ROOF CODE 201a IBC STEM WALL CORNER STEM WALL T •, . • DROP JOISTS WHERE , D ' • •� MIN. FOUNDATION D IMEN510N DRAINS IF REQUIRED D SPECIFIED PER PLAN WIND • •• NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH ° • SUPPORTED 5Y FOOT ING OF FOOT ING OF FOOT ING OF 5TEM g NATIVE UND 15TUR5ED SOIL EXP. B 91 MPH D • . D a a ° 1 FLOOR 1211 � II II OR STRUCTURAL FILL PER SEISMIC DESIGN 12 / 13 / a 2 FLOOR 111 11 SII GEOTEC�I CATEGORY D a ° 3 FL OOR 1811 811 g 11 A 1 FROST DEPTH 5Y ROOF SNOW JURISDICTION LOAD 12 8 I5C TA5LE 18013.1 3 0 2 5 P5F CONCRETE CORNEIR5 D1 P05T TO 5IJ5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 51JILLDING 5ECTION D1 FOUNDATION WITH SD1 2x STUD WALL PER PLAN ENG. P.E. (IFLOOR JOIST OR 1 JOIN �--I. LANDING 1 DRIVEWAY APPROACH PER DATE 1 2 3/� TSG SUSFLOOR (UN.O.) 1 1 ; ARCHITECTURAL SHEETS 0E23.2022 2 2X� LEDGER UJ(2) l0d � 2 �.' :,_ ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' r•. j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIfid COOLER 2 sARAGE 5LA5 PER PLAN � oo I ,�N Z,�CK C. L R G RDER PER PL • II NAILS s S" O.C. OR TYPE ENGINEER � • . S-1/2 MINIMUM MATERIAL � . 51W SCREWS e 1(o' O.C.� FULL DEPTH 5LOCKING IAN H. DIAGONAL 5ETWEEN R15E � � � 3 . 3 CONTINUOUS RES,�R REQUIRED AT ,ALL 5EARING SHEET AND RUN II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.6 2 1(od NAIL 12 O.C.(UNO.) 3 UPPER FLIGHT OF STAIRS :_ 2 o CRACK CONTROL) � • I � . SUPPORTED ON 3/� TSG � 2x PT UJ/ ANCHOR BOLTS 11 1 � " II. PER SHEARWALL SCHEDULE ad N,� ILED O.0 ad NAIL 12 O.C. ON ,ALL �i /�i�i�/ice/ice/i I I . � COMPACTED S,�ND/GR,4VEL � ��. 2 ' 2 X �\\/\\/\\/\\/\\/\\/\\/\ I I d z N N (o PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT AT D o D � ,� ;�\//�\//�\//�\//�\//�\//�\// I I . � � � 04 HORIZONTAL 31-51 FROM g MELD PANEL EDGES (UN.0) _ / / / / / / / z - TO OF STEM ,�N 12" O.C. ��������������������� P E D CONTINUOUS 5UILDING�/!��//�//�//�//�// I I. ° 2X4 THRUST 5LOCK W110d � � �/\�/\�/\�/\� � 24" STEM SHOWN 50 F8 SHEETS ORIENTATION OF CORNER � `� / / / / I . �' o . FOOTING PER FOOTING �i .�\i� II g Is � O.C. NAIL TO LANDING : - ��/ � , I II STUD M,4'� V,�R'� DETAIL �!�� 11 , I 04 VERTICAL DOWELS 6 3(o J015T 8 • / PROJECT NUMBER //\/ I O.C. IF COLD JOINT. EXTEND • 3/4' TSG SUBFLooR ad NAIL O.C. ALL .\�/ • 1�--- o. HOLDOWN PER PLAN `-- TO 3" OF THE FOOTING 2 y FRAMING MEM5ER5 AT � 2 1 ° 5A5E. EXTEND 14' MIN. g 2X8 LANDING JOISTS PANEL EDGES 4 12" o.c. „ INSIDE CORNER 2 ON ,4 FRAMING MEM5ER5 p D -III—i-1 I I—i I i—III-1 I I INTO STEMWALL (UN.0) A R 10d 'a � O.C. RIM TO ALL R G\ \/ D Q o : 1 0 NOT ,4T ,�N 5 •,� /�\ \ \ \ \ 12 FR05T DEPTH Y w 22 12 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 .. :r JURISDICTION 0 L5C AT TOP 4 All \/ \ \ \ \V. Sd N,� L �' O C (LL (2) CENTERED IN FOOTING ::�..::::. •,:.. �o . I • • • � MIN. FOUNDATION ON DIMENSION (D 50TTOM /� / / • ><]P�4NEL DG ..0 \ \\ \ r NUM OF 00 5 WIDTH THICKN SS WIDTH NOTCH STRINGER TO REST SECTION /i\/\ � R R D D 11 / SUPPORTED 5Y FOOT ING OF FOOT ING OF FOOT ING OF 5TEM 11 FOOT ING ,SND ROOF � � 37886 0 � STRINGERS SPANNING OVER ON LEDGER p II II II � F�' 1 FLOOR 12 (o DRAINS IF REQUIRED o,sTE S/�Nq�E � TEP MUT 5E UPPORTED 11 11 2 X TREADS WI(3) 10d � 2 FLOOR 1 � ( $ NATIVE UND 15TUR5E D 501L W14X(o 5E AM ON 4X4 POSTS, 12 3 11 11 11 12 POST TO 18" CONCRETE FOOTING C. STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER 0 ro OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT@2022 2022 OR STUDWALL('13 n �7 O 7 15C TABLE 1009.1 4 HODGE ENGINEERING, INC. tWIS DOC *-Nt 14AS BEEN DIGITALLY SIGNED PER 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNER D1 CONTINUOU5 5TRIFFOOTING AT GARAGE ENTRY D1 FOUNDATION WITH FLOOR J015al D1 WAC CERTIFICATE M wlt�I a GLOBAL SIGN CERTIFICATE. TWE ON CERt11=1CAtE MAY BE REMOVED BY TWE JURISDICTION 26 J � UNR�STRAIN�D RETAINING WALL SCHEDULE 122 1 g O MFR CxABLE END TRUSS 114 n � 1 � / N lU t vERTICAL B K D O FLOOR JOISt PER PLAN _ O DOUBLE 70P PLATE (UN.O. ON PLAN) n r-nr.itir.0 ins ic, �.corir-ni v FACS OF �OOTINCx SItE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SItE WORK ARE THE RESPONSIBILItI' OF THE BUILDER 2 70P OF SLOPS AND CIVIL/GEOTECHNICAL ENGINEER. O Z O �' s' 9' •a -9 12' oc am' 3' a' 6'I' -s' s' 12' 05 a Ire' oc 41-ell-ell7' 41' s'I'-Ire s' 12' S � 9' oc 6'-3' 13'11-3/41 4 $' WALL VERTICAL At 1-3/�' FROM FACS 2 DIAPHRAGM OPENING � 3 SHEATHING OVER GABLE O N/3 BUt NEED NOT > � PER PLAN FRAMING UNLESS A GEOTECHNICAL REPORT IS PROVIDED t0 EXCEED gym' MAX � u- CONCRETE lf'cJ = 2500 psi (i)�ORIZONTAL R�BAR NODG� �NGIN��RING t�4� BEARING SOILS ARS ,4SSUM�D REBAR (Fy) = 60 Icst *4 REg,qR AT 1011oc O 16' OF BLOCKING lU/ 36' O O 6' TIMBERLOK OR 6' SDIUC 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED FOLLOW O PASSIYEvOIL = 25� pcf CSI4 STRAP AT 1 t0� OF SLOPE 0 3 6' O.C. � AGtIYE SOIL = 35 pcf O MBAR SPLICE 3�D' AOR "� � ALL DIRECTION OF THE GEOTECHNICAL REPORT. p SOIL BEARINCx = 1600 psf � o R�BAR, 38' FOR �5 R�BAR �j TOP PLATE TO BOTTOM z WITH FOOTING REAR (:4) SHEATHING PER PLAN CHORD CONNECTION PER W r✓' N/2 BUT NEED NOT o S�IE,4RlUALL SCHEDULE �XC�ED 15' MAX � O *4 PEEL REBAR a 12" O.C. ° FACE 0F OF STRUCTURE � � LL Al D (&'-10'WALL VERTICALS O OO O BEAM/DBL JOIST PER PLAN o � NOTES LL I-3/4' FROM SOIL FACE) (4)gACICFILL WITH 12" MINIMUM FREE AROUND OPENING (TYPICAL -INSTALL SCREWS UPWARD (L j DRAINING SOILS. 12' OF DRAIN 4 PLACES) (UN.O. ON PLAN) THROUGH COP PLACES INTO 2 p � SILL UJ/FILTER FABRIC CENTER OF BOttOM TRUSS Z O 2 OK�i (NOT REQUIRED IF SLAB � O BLOCKING AOR SCRAP 2 GNOi�D. (0 5 LL- O � � �. PRESENT A7 F0071NCx) -$RACE TRUSSES PER SGS(. . / CONSULT tRUSS MANUFACTURER ` 4,;` O�OOtINCx 12' MIN BLOW GRADE. • BELOIU GRADE IS NOT FOR BRACINCx REQUIREMENTS. � W �� L m � a a)s :3o q -J 2 REQUIRED IF SLAB PRESENT rJ' syn— Q �mm--ocm-t Ipe pe pe pe pe � FOOTING REBAR *� l f�' O.C. � � � � � � 3 FOOTING t0 BEAR ON Oa) z w 00 Qc) ma 5 8 FIRM UNDISTURBED WITH 3' ` COVER "2 � :' C a) -Fn 0 `°E c � � ._ Z ac) =0- d ._- m - 'O N OECt:lOO �>NATIVE SOIL OR KEYWAY REBAR TO MATCH a£ U N m U 'O� c cB ENGINEERED SILL VERTICAL REBAR SPACIN ccQ- . NO (nmo14 � iBc 1001.2.2 26 22rl 8isc FIG 160s.1.1 0 UNIREFRAINED CONCRETE WALL - 40 PSS SURCHARGE - 201a IBC D2 LARGE DIAPHRAGM OPENING D2 GA5LE ENE) TRUSS 5FRACING D2 FOUNDATION CLEARANCE SROM 6LOFE5 D2 DRAINAGE - EXTERIOR GRApES ADJACENT t0 THE WALLS OF THE HOUSE ARE t0 BE 5LOPED $ � N O (2) 2x4 LAMINATIONS lU/ (I) j (8) 16d NAILS STACzCxER�D (DTRU55 PER PLAN � � CON _ � AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR N ROUJ OF St Ei�ED lmd O At �ACN SIDS OF TOP ; M � � a BALLS OY�RELOW THE �� ��7 / NLNBC�N ELEVATION DRAIN5 ARE �0 CONSI5E DFOR ANY E3A5EMENT OR ST 0� RIGID PERFORATED RETAINING P C PIPE � COMMON WIRE NAILS a 12 cc ¢ MlN L4P oR pL PLATS SPLICE. SIMPSON DTC � 16' OL u SURROUNDED B1' WA5HEID PEA -GRAVEL OR GRANULAR SILL WITH LASS 7N,4N 5°ro SINES. PLACE N O (2) 2x6 LAMINATIONS lU/ (2) 2 � �r� S�'Li�F O (3) 16d NAILS STAGGERED ROW OF STAGGERED I(�d ,4t EACH SIDS OF BOttOM O (3) 16d NAILS -rl A NONUJOvEN-CxEOTEX71LE FILTER FABRIC BETUJEEN THE DR�41N,4C�E M,4TE�21,4L AND THE � � � 5 0R (3)1/4'x4-1/2" SDsi REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE N o �.�, COMMON WIRE NAILS � 6'oc PLAN SPLICE. TIMBERLOK SCREIUS THE FILTER FULLY SUCH 7NA7 17 FUL�SEPARATES THE DRAINAGE MA7ERIA� AND 7NE o EACH SIDS 3 BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE. � �3 C2) 16d NAILS � 16' oc �NTo (4) 2x� ��At is 2�' O.C. � 2-1/2' O (3) 2x4 LAMINATIONS W/ lll � � SCUDS � ROW OF STAGGERED 30dO � 2x6 BLOCKING UJ/ � THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOtINCxS o � COMMON WIRE NAILS a 16'0 O SIMPSON 36" CSI MAY BE (6) Imd NAILS AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT 70 ALLOW GRAVITY � EACH SIDS USED IN LIEU OF NAILING AS � � PER BLOCK � 1- I IND ICAtEDfN07 SHOWN FOR D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON THEO MAINTAIN I/8' to 1/211LOWER PORTION OF THE PIPE. � (:4) (3) 2x6 LAMINATIONS W/ (2) CLARITY) -rl 2'r� ROWS OF STAGGERED 30d GA5 BR4 �EAND EN LATERALTOP PLATE WIRE NAILS 8'oc � RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH o �-1/211 "' EACH SIDS O MAX, 1-1/4' G,4P CHICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 600, o I-I�2' BETWEEN TRUss OR WELL GRADED AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 NOTE: PLACE SPLICE AND TOP PLATE (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. TRUSS IN LINA CONNECTION TRUSS OFFSET CONNECTION ROOF AND SURFACE RUNOFF ARS N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM 3 � AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN 5Y5TEM. � 23 19 27 MR CD8 B33 FIGURE BC 15 CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 SHEAR WALL TO PARALLEL TRUSS DZ 0 ~ a UJALL�RAMINCx (:D 16 v o � EXTEND STRAP ON PONY y N Ln� MANUFACTURED ROOF � WALL TO FLOOR ABOVE ' � N O O 2x FLOOR JOIST OR MFR O UJI7N AN M5TCE4. O I/2" MIN FROM CORNER � O O � • TRUSS UJItN ENERGY NOEL JOIST. SPACING 4 SIZE PER CENTER STRAP ON (IF PRESENT) PLAN JOISTS AS SHOWN 0 � D M O O O3 O 3S� O'O lFOUNDATION RE5AR OR ) �4 R�BAR SECTIONMAY BEo °,SN�AR WALL NAILING PSR o � U�C° �ZC4 W IS MORE THAN 8' Q N PLAN SIDS EVERT16� ON CENTER Ao ,, POSt t�NSION � ° 7/16' OSB OR SMART SIDE PROVIDE 4'CSI6 EACH � Q , rm w PANEL BLOCKING lU/ Sd � SIDE OF SPLICE W/8 -16d o 0 3 2x BLOCKINCx CENtERED ON ° � O o ,° � O 2�' MIN REBAR L�NCx7N 6' cc INTO DOUBLE TOP 3 O DOUBLE TOP PLATE. BULL � a � � COMMON NAILS o 0 0 0 � y (J Lu PLATS 8 TOP CHORD BIRD D�PtN � � � 5 � TOP PLATE SPLICE LINE � � � ° y PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK � �F � 2� �� O � o o � �° O CORNER ARE PACED � W 3 2 � . ° .. Q.,a. �, a O l2) 2X PLACE o o �� I/2" FROM EDGE. (4) ROOF SHEATHING PER PLAN � O SIMPSON A35 REQUIRED lU/ ad a 6' cc INTO BIRD FOR 5UJ2 4 SlU3 SHEAR a � o � 0 O ��--- BLOCK BLOCKING, WALLS. (2) SIMPSON A35 At _ ° . �. � � �� . a 4 O O OO NOLDOUJN PER PLAN o 0 0 � � v 5 O SIU 4 SUJ6 SHEAR WALLS� � � °.. d a �: 2 ° CLEAR SPAN 1�' MAXIMUM. 0 O SIMPSON Nl CLIP. TYPICAL AT EACH SIDS _ ° � (j) PONT WALL SHEATHING � o • � � � FOR TYPE RJ NOLDOIUN X 0- AT ALL TRUSS BOTTOM ° � a ��,� , � SNE,4R NAILING TO MATCH •.. � � ° ' � ; OF BLOCKINC�s) �� � WALL ABOVE � FOR NON RJ NOLDOIUNS �'L CHORD TO DOUBLE 70P � � �° � � . � � � � •� - w 2 BUILDING INTERSECTIONSO INTERIOR SHEAR WALL . O6' MAXIMUM PONTWALLA' ' CODE 2m18 IBC� 3O C NAILING 4 SHEATHING PER .. a SECTION VIEW OVERALL PERSPECTIVE PLAN. O � . a .� � .. .. .� O IDU NOLDOl1JN � WIND � �j O SOFFIT MATERIAL � ' . °. � . (WHEN SPECIFIED) � (2) ad NAILS 8 O.G. OR EXP. B 91 MPH 16d � 16' O.C. 0 0 ° � a . � l2' ri�N � SCUD P�4CK OR POSt PER � SEISMIC DESIGN 2 II ':f ��� TM �. $ .:. �a� PLAN I BUILDER t0 DEt�RMIN� CATEGORY D .:.- STPD STHDfRJ IF StND OR StND/RJ IS ROOF show APPROPRIATE. TRUSS SECTION 2$ r2-4-"FICk,%02„U 20 rl 6 LOAD 25 PSS RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 INTERIOR 6HEAIRWALL TO PERPENDICULAR JOISTS A50VE. D2 STEP FOOTING 4 PONY WALL FRAMING D2 SIMPSON STIED D2 2J25 THE TRUSS DESICsNER'S CxABLE SND BRAG ENG. P.E. JOIN H, O SI�EAt�I UNDER OVEi�RAMINCx 4�' MINIMUM LENC�t�I 1 a_�o DETAIL TAKES PRECEDENCE. USE THIS O 2x6 MINIMUM BLOCKINCx DATE � \ DETAIL IF THE TRUSS DESIGNER DOES N07 gETUJEEN TRUSSES OR O5.23.2022 (p O � O 2x4 RAFTERS e 24' cc ------- O FOOTING,51ZE AND PROVIDE A GABLE SND BRAG DETAIL RAFTERS, NAIL ROOD REVIEW 4� SUPPORTED AT 6' cc MAX W1 2 (D2x StUD WALLRE8,4R 5CHEDULE gOttOM CHORD TRUSS UJ�SdT�13�00 BLOCKING .C. ENGINEER zACK C. 2xa.s ON Muss CHORD. PSR FLAN 2 2x6 RAFTERS 6 24' cc O DOUBLE TOP PLATE 2 AR2� I O.G. ALONGNG (1" O C6) Imd NAILS SHEET IAN H. SUPPORTED At 8 or, MAX W12 F05T OR SUDS 3 I 2x6's ON tRU58 CHORD.FERLENGTH OF WALL. O l2) CSI SCRAP CIES MIN gym' ATTACH t0 EACH tizUSS O 2x6 DIAGONAL O3 (2) 2x6 VALLEY BOARDS UN.O. 2 LENGTH WITH (2) 16d NAILS. o , o BRACING SPACED 6 24' NAILED t0 EACH TRUSS 3 � o 0 o O.C. ATTACHED UJ/ (3) O lU/ (3) 16d NAILS. O BLOCK 2 SCUD SAYS lU/ 2x 16d NAILS / O 2x6 RIDGE BOARD UN.O. O EXTERIOR SHEATHING, NAIL O SIMPSON (INSTALLED IN PAICxBC 6 OF 8 SHEETS PAIRS)\ / � ROOD SHEATHING PER PLAN PER PIAN (02 \ / � O DOUBLE COP PLAN PROJECT RO 220281 BER VENTILATION ACCESS PSRGABLE SND tRUSS , � BUILDER 22-I/2'x48' MAX \ DIMENSION. P�� o � � � 2x4 BOTTOM CHORD SOW ARO 2 TRUSS BRACING 8 MINIMUM 6 24' O.C. ALONG .' WALL BELOW. ATTACH t0 EACH TRUSS 378 � Ul/ (2) 16d NAILS o,�.FF�is-r0�G��`' �J SS/ONALEN EXAMPLE RESIDENCE 29 r2-5" ,�("-2-1 17 Hoo�� �u��ir"•���RO� INC. DIGITALLY SIGNED MR OVERFRAMING D2 CHANGE IN TOS PLATE HEIGHTS D2 WIDENED FOOTING D2 C�,48L� SND 8��4CE D2 ���-���WIT�A��$ CERTIFICATE. �� 42 / 38 34 0 0*4 *4 r JOIST O SIMPSON p7T2Z DECK HANGERS UJ/ 1/2' NDG ALL THREADED RODS O FLOOR JOIST PER PLAN. IU B STIFFENERS REQUIRED FOR MFR FLR JST APPLICATION O DECK JOISTS PER PLAN O FLOOR SHEATHING NAILING PARALLEL JOIST: 6' cc. PERPENDICULAR J0I67:3'oc O DOUBLE BLOCKING REQUIRED FOR PERPENDICULAR INSTALLATION UJ/ 1/'x2 -I/2' SDS SCREWS O TOE NAIL BLOCKING t0 PLATE UJ/ (2) 16d NAILS 30 O 3x MEMBER At ADJOINING PANEL GE6 FOR 6W21 SO AND �SUJ4 SHEAR WALL S�CtION UJ/ 3X STUD SECTION lU/ (2)2X SCUD SECTION lU/ 2X SCUD (SWI ONLY) �2 SUJ2 SHEAR WALL Sd NAIL: 4' EDGE - 12' FIELD � SO SHEAR WALL ad NAIL: 3' EDGE - 12' FIELD 6UJ4 SHEAR WALL SD NAIL: (o j 2' EDGE - 12' FIELD 2 1/16' OSB SHEATHING 3 O 2x MEMBER FOR SHEAR WALLS MID PANEL (FIELD) 6W1 SHEAR PANEL FOR COMPARISON 5W21 5W31 OR 5W4 SHEAR PANEL O SHEAR WALL PER PLAN O (2) 2X MAY $E USED IN PLACE OF 3X PER SHEAR WALL NOTES 42 r38J --NFLIL— r34 30 wl D3 I LATERAL DECK CONNECTION D3 I 5W2, 5W3, 5W4 SHEAR WALL NAILING D3 L&I 35 / MINIMUM OF (4) DTT1Z OR (D SIMPSON DTT1Z DECK TEN51 ON T I E C(o) O9 x 1-1/2' SIMPSON SD SCREWS (SHOWN) OR (S) 0.148" x 1-1/2" NAILS DECK JOISTS PER PLAN 3/0" 5IMP50N HDCV LAG SCREW WITH HDCV WASHER OR SDWH TIM5ER-HEX HDCV SCREW (SHOWN) INTO TOR PLATE, STUDS, OR HEADER O FLOOR JOIST PER PLAN O FLASHING Bl' OTHERS - 455 SNOUIN FOR REFERENCE 425 ONLY 535 JOISt HANGER AND 1015 LEDGER ATTACHMENT 930 PER PLAN 1620 OPTION OF (1) DTT2Z IN 2 505 LIEU OF (2) Dtt1Z t17 SIMPSON LGT2 SIMPSON MCAT UJ/ HDU O FASTENER PER PLAN O STUD TO MATCH GIRDER PLl' (UN.O ON ENGINEERING SWEETS) ALLOWA5LE UPL IFT5 FA5TENER5 HF/5P SDWC SCREW 455 H1 425 H2.5A 535 H1OA 1015 H1OA-2 930 LGT2 (2)PLY 1620 LGT3 - 5D 52.5 (3)PLY 2 505 LGT4-5D53 (4)PLY 2920 MCAT (2)PLY 3300 (1)VGTR/L (2)PLY 1(000 ( 2 )VGTR/L (2)PLY 3990 (1)VGT (2)PLY 3555 (2)VGT (2)PLY 5110 ( 2 )VCT (3)PLY 6 400 HGT-2 (2)PLY 6485 HGT - 3 (3)PLY 9035 HGT-4Y 13250 svALUES BASED ON S":60N STRONG TIE FASTENER SCHEDULE. BUILDER TO FOLLOW ALL MANUFACTURER REQUIREMENTS FOR FASTENER INSTALLATION. SIMPSON vCxt DOUBLE INSTALLATION SIMPSON YGtR/L 43 39 GC 2021 IUIOOD CONSTRUCTION CONNECTORS), PAGE 195 35 W1 (2) Houa. U!/ HE) U4 31 D3 D3 LATERAL DECK CONNECTION - LDTTIZ D3 TRUSS UPLIFT CONNECTORS D3 44 �O 36 O SHEAR WALL NAILING PER / "� � PLAN �1 O �IL�L�N� NAILING t0 RIM O CONCRETE STEM WALL PER O SCRAP WHEN SPECIFIED a 0 � O SIMPSON HDU2 OR NDU5 O DOUBLE RIM JOIST HOLDOUJN PSR PLAN REQUIRED FOR 6UJ2 OR GREATER 5HE,4RlUALL6 2 O 04 MBAR FOR COP O � O ATTACH BULL DEPTH REINFORCEMENT BLOCKING t0 DOUBLE TOP SIMPSON SB5/Sx2� ANCHOR PLAN U1/ (2) lmd is EACH AY ; : 1 O FLOOR JOISt PER PLAN O O SIMPSON 66t516 OPTION 2FOR4O NAIL SUBFLOOR TO NDU2 APPLICATIONS BLOCKING UJ/ ad o 6' cc MUDSILL UJ/ ANCHOR BOLTS g (uN.o) . ° . � °. . � _ � � OPER PLAN O STUD WALL OR SCAM PSR � � (60 PLAN O i/16' OSB SHEATHING t0 .:.� DOUBLE SCUD W1 16d 6 16•• S UNDERSIDE OF FLOOR � ° . �. � .a ...a O.C. Oil �2)Sd � 8' O.C. JOISTS � � °a � . a � P,° NO RIM REQUIRED WHEN SDIUC EACH STUD TO DBL a � SLAB ON GRADE TOP PLATE. SDWC FLOOR ` Dtt2Z At CANTILEVERED JOIST TO DBL TOP WALL ANDS lUl-ISN PLATE/BEAM, l4 SDIUC D SPECIFIED �UN.OJ TOTAL) WHEN NOLDOUJN 44r4o, SPECIFIED 36 3 2 D3 D3 CANTILEVERED SHEAR WALL D3 HLDU2 i HLDU5 CONNECTION D3 45 41 37 33�� O 3/4" t4G PLYWOOD SUBFLOOR OS O SHEAR WALL NAILING PER PLAN $ IO 2X SOLS PLAN t0 RIM OO OO FLUSH DOUBLE 2x JOISTO � W/16d 6 6' O.C. U.N.O. � OR �R DOUBLE JOISt O 3/4 t$Cx t0 RIM: MFR ' O WITH IUB STIFFENERS OR ad a 6' O.C. O BEAM PER PLAN 2 O 2X OR MFR FLOOR JOIST FLOOR JOIST PER PLAN � O RIM I�° O.C. UN.O.ILL lU/16d StUD/POSt PER SNEAiz Is O WALL SCHEDULE ANCHOR � O OO ANCHOR BOLT PER PLAN O M671`C4853 (U1NEN _ ;.. ; � � SPECIFIED ON PLAN) �' ~���� �` `� : � � O SHEATHING TO STUD 3 SEE SHEAR WALL (01 . 4O (2)C614 OPTION SCHEDULE X3(0' MIN LENGTH, WRAP O (3) 5DUJ52240OD5 SCREWS g AROUND BEAM) STAGGERED 6 16' O.C. O �, I INTO STRUCTURAL 2x IS' MIN TO STUD WALLOR I-3/4" RIM (o lC514 OPTION O CONCRETE FOUNDATION NAIL SHEATHING BEAM. OS DO NOT BREAK O DECK JOISTS PER PLAN SHEATHING OO SEE SNEARIUALL TABLE � 3/4" T$ G FLOORING ("�45 41 37 FOR ADDITIONAL NAILING 33 D3 D3 SHEAR WALL AT 5EAM D3 DECK LEDGER CONNECTION '\,g3 00 Z 0 W w F -4 milmoll 70 L c 4 L h� 0 W 75 U N L y' 7.C)N fii •L N O O O cLU w C) 70 cc a J L L c U � a>oc�. O N 7 O VCN 0 0 N Q Q U a O N f6 ~ O N U L L U C N �,, NL N o >, C N c o 0 .5c) a) N� L c E 0 Q U U N c L QE �c�Na��a� U-0 N >,O N c N o LO '� N �_0 U a -0� BUILDING CODE 2018 IAC WIND EXP. 9I MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN H. DATE O5232tD22 REVIEW ZACK C. ENGINEER IAN H. SHEET 7 OF 8 SHEETS PROJECT NUMBER 220281 22 COPYRIGHT@2022 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED 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 N v RX D 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 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) 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 DESIGN BEARING CAPACITY. _ X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER _ X MATERIAL. (1) MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFE THICKNESSES DURING Fb=1700 PSI (SACKS/YARD) PLACEMENT AND COMPACTION OF COMPACTED FILL. X _ 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE 3/4 - - HAS BEEN PREPARED PROPERLY. _ X 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. 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 511 . ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE 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. 24/2 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 24/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI -95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/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 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 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. 000 V) Z 0 7n > W L ' 0 °) vi v fii •L a) � a) O O cLU �o w ���Q���o a J L L - L c O C (: r_ 0 o a)-02 ����rr (6 a) N V m : O V 0 0 f6 ~ o O a) U i L U C qui+, a)��a)°>.�o 0 0 c o -,,n c E c t N O U N Z (n ,CL 'ca�N-0,.g o cc- ca m. rw-:o- � m N 'o 0 U U U-0 N m >% O N N C N LO '� a) a) cn cc -0 v a --C BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P. E. JOIN �I. DATE O5232tD22 REVIEW ZACK C. ENGINEER IAN H. SHEET 8 OF 8 SHEETS PROJECT NUMBER 220281 GOPYRICxHT cQ2022 I-IODCxE �NCxINE�RINCx ING. D Y Ub4G 196-23-D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION