Loading...
MM 2 ENGINEERING2018 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 SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V) SEE SHEARWALL SCHEDULE CATEGORY Swl v SW. SwI OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss y► ( 2r,6146 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 PIERCE COUNTY BASEPLAN LEGEND ROOD � ,41":�lIN ,4V IT�' �0,4� �N IN�� POINT LOAD KEY I FOR Ews INFER USE ONLY MEMBER RX *ROUNDED TO NEAREST (GIP TOTAL DEAD 1.0 L'V'N 206.0 SOW 3.0 5EAM DES 1GNATOR FOR PLAN REVIEW USE ONLY 40 DF*2 3-1/2"x12" GLB Lu �x STUD/COLUMN ® =44 ' =2x6 DE61GNATOR ® =4x6 1=(2)2x6 =2x4 ■=(2)2x4 ® =6x6 ®=(3)2x6 ■=(3)2x4 ® =6x$ ®=(4)2x6 •=(4)2x4 ®= Sx8 6HEARWALL DE51GNATOR'*17 SEE SHEARWALL SCHEDULE Swl v SW. SwI MOLDOWN/STRAP lk r I DESIGNATOR 5TWD14 SEE HOLDOWN/STRAP SCHEDULE WDU5 y► ( 2r,6146 �► CS14 DETAIL CALL - OUT SEE MEW SHEETS FOR w CORRESPONDIWu DETAIL D1 , STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE IIBG 2300.5.0 LOUJEfR :;ROof= FLOOR "1IN V I T:""0IIN DO NOT 5CY4LEN/4 11 = V) PORTAL FRAME PER DETAIL 5/DI VAIL 5HEATHING TO ALL AMING MEMBERS USING ad W/ 3' GRID PATTERN. INSTALL 5IMP5ON L5TA STROP m BACKSIDE ROWS 16d SINKER g 311O.G. DO NOT 5CY4LEN/4 11 = V) ING TYPICAL AT ALL GABLE ENDS 36 7IRU55 FASTENER SCHEDULE: WA3 9 32' cc OR 5E)WC, 6 9 16' OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS l UN.O.J 12JN2.5e - TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (LI.N.O.) PROVIDE ALL FINAL SHOP DRAWINGS TO NODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO JOB NUMBER 5J&040(oa5. DO NOT SWITCH TRU55 MANUFACTURER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECORD. LL I - DAN TO GUE5T 5U I TE Of=T I ON DO NOT 5CY4LEN/0 11 = V) 5L11DE IN 0 DO NOT 5CY4LEN/a 11 = 1') f=f;; 5T,4ND ING DO NOT 5CY4LEN/0 11 = V) z 0 O 0 z Q� N Ln UA Q y 4 �`Q N 3 Lu 0 v Ica 7n LL MMM� - MIEN lk r I W O w , NED I NED op NEED MIND � 1 II ji W MFIR Tf;RU-*' Q r 2 4 0 r O 0 z - 7i' MP� I• _ I I I 1 STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE IIBG 2300.5.0 LOUJEfR :;ROof= FLOOR "1IN V I T:""0IIN DO NOT 5CY4LEN/4 11 = V) PORTAL FRAME PER DETAIL 5/DI VAIL 5HEATHING TO ALL AMING MEMBERS USING ad W/ 3' GRID PATTERN. INSTALL 5IMP5ON L5TA STROP m BACKSIDE ROWS 16d SINKER g 311O.G. DO NOT 5CY4LEN/4 11 = V) ING TYPICAL AT ALL GABLE ENDS 36 7IRU55 FASTENER SCHEDULE: WA3 9 32' cc OR 5E)WC, 6 9 16' OG. (TYPICAL AT ALL GABLE ENDS) NI -TYPICAL AT ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS l UN.O.J 12JN2.5e - TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (LI.N.O.) PROVIDE ALL FINAL SHOP DRAWINGS TO NODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO JOB NUMBER 5J&040(oa5. DO NOT SWITCH TRU55 MANUFACTURER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECORD. LL I - DAN TO GUE5T 5U I TE Of=T I ON DO NOT 5CY4LEN/0 11 = V) 5L11DE IN 0 DO NOT 5CY4LEN/a 11 = 1') f=f;; 5T,4ND ING DO NOT 5CY4LEN/0 11 = V) z 0 O 0 z Q� N Ln UA Q y 4 �`Q N 3 Lu 0 v Ica 7n LL W O W Q r 0 r O 0 z - L 0 N :3 Q ujU j N i O � N fii •L N a) O O cLU �o w C��o 0;�� a >mgo15 oC�. o o�� 70Y� 0 d) N V 0'� � L O V� 0 0 � �' aa)) :23 0 cc f6 ~N a) U L L UC N� �1 2 a) ° 7c a)>.c o 40) 0 coNCEEc C CL Q �CC))c�a�i��a) Q U U U 70 a) j, O N a) a) 70 U Q 70 J 0 ~ Q� N Ln UA Q y 4 �`Q N 3 Lu .�i� Ica BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FSS ENG. P.E. JOIN N. DATE 05,113.22 REVIEW ZACK C. ANALYST JOE G. SHEET Z OF , SHEETS PROJECT NUMBER 220278 COPYRIGHT cQ 2021 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: 220278 FOR: RUSH RESIDENTIAL PLAN: MAPLE A A SITE CRITERIA SIMPSON PRODUCT DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M 551x30' U.N.O. CATEGORY (HF x 0.93) SU11 OWNER PER OWNER OWNER Is ' O.C. 16d 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN B ARI WK'l FvmiAAi- rrcAArir- rmm vmiAii- Divi VAIL SHEATHING TO ALL AMINCs MEMBERS USINCs Sd W/ 3' GRID PATTERN. INSTALL SIMPSON L5TA STRAP e 5AGK5I1DE ROWS I(od SINKER 6 3110.G. SHEATH BO?N SIDES W/ 8' STEM AT PORTAL WALL 5HEATH BOTH SIDES W/ 8" STEM AT PORTAL WALL 3'oc. NAILING -CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS I N f= I ING DO NOT 5CALEN/a 1'J SHEATH ALL EXTERIOR WALLS AS CJ�� UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS DEN TO GUE5T 5UITE ONION DO NOT 5CALEN/a 11 = 1' ) 5L11DE IN DO NOT 5CY4LEN/011 = V) 5fi�N� INS DO NOT SCAL�C 1/8" =1'J I ING DO NOT 5CALEN/011 =1'J SHEATH ALL EXTERIOR WALLS AS CJ�� UNLESS NOTED OTHERWISE. 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 f 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)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE Sd Is 6' O.C. 2x STUD Is ' O.C. 16d 6 (2)�16d a 16 O.C. 5/8' a 48' O.C. 1/2 tv 36 O.C. 2601365 C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) STUDS W/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR 61112 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/81 a 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SW3 1/1(01065 ONE SIDE Sd a 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)�16d Is 16 O.C. 5/81.9 24' O.C. 112's III O.C. 41301685 0- SWC 1/1(01055 ONE SIDE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 21' O.C. 1/2 15 O.C. 64016135 H N Q Sud 1/1(01055 50TH 51DE5 ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 6 16' O.C.5/8' t112' O.C. 112',s 8 O.C. 980 / 1310 r SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON THE OPPOSITE SIDES 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) ROUES OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED U1/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 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 A6TERI5K ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS NOMINAL MODEL NUMBER RX ANCHOR BOLT$ 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* 40/20 MIN. STUD/COLUMN HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 ® =6x8 ®=(4)2x6 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 15/321,1/21 wl SIU( wl HOLDOWN/STRAP HDU14 - W MEM5ER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* (2re614s C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) STUDS W/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) Sd EACH END N/A N/A HOLDOWN 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-51MPSON ANCHOR$ WITH ENGINEER'5 APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND 24" O.C. TRU55/fRy4FTER5 POINT LOAD KEY NOMINAL FOR ENGINEER USE ONLY MEMBER RX =ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2 0 SNOW 3.0 SEAM DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4x8 DF42 3-1/2"x12" CRL5 40/20 RX STUD/COLUMN 48/24 ® =44 9 =2x6 DESIGNATOR ® =4x6 I=(2)2x6 a =2x4 ■=(2)2x4 ®=6x6 ®=(3)2x6 •=(3)2x4 ® =6x8 ®=(4)2x6 •=(4)2x4 ®= 8x8 6�4EARWALL DE61GNATORw1 1/16' SEE S�-EARWALL SO4EDULE 7 15/321,1/21 wl SIU( wl HOLDOWN/STRAP J015t U11tN EDGE SUPPORt. DESIGNATOR STWD14 O SEE WOLDOWN/STRAP SCl-IEDULE WDU5 (2re614s C614 DETAIL CALL -OUT SEE 'Dl' Sl -LEETS FOR 1 CORRESPONDING DETAIL D1 ROOD SHEATHING SCHEDULE 24" O.C. TRU55/fRy4FTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICKNESS QD Q� 40 PSF 1/16' 2/16 10 PSF 15/32', I/2' 32/16 130 PSF 113/321,5/6, 40/20 I15 PSF 23/32', 3/4' 48/24 ]ROOF SHEATHING SCHEDULE 1(0" D.C. TRU55/fRy4FTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS 100 PSF 1/16' 2/16 ISfd PSF 15/321,1/21 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF J015t U11tN EDGE SUPPORt. 1L5032JXU z V O 0 z QD Q� GoN WQ Ltj o � y 4 � 3 Lu(a) o 44 IL W O 0- w H N Q r 0 r O 0 z — L cC o ��Q�'vi�� rr U N O �' � N .y N (n N .0 N p a �o W �c�Q���o J a) L c c (: � a>��ooc�. o o�� � n f6 a) N V O V 0 0 f6 ~ O a) U i L U c 2 40c o o c o Ncn c E(cu w Nc �'� 70 O� a >, O OQ t� N O U (a '� N-0 N o N (a c i QE �c0)cnaci; ca) Q U U•� U N j,O c m o a cn (a -0 U Q -0 J 0 ~ QD Q� GoN WQ Ltj o � y 4 �`Q N4A 3 Lu(a) 44 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 05,113.22 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF , SHEETS PROJECT NUMBER 220278 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION EXTENT OF HEADER WATER HEATER D .0 DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"X11,' NET � � FOR A PANEL SPL ICE (IF SHEATHING R ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE SRACED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° °° ° ° ° ° ° ° ° LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/61 5 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER fi� 24" 01= MID-HEIGHT. ONE 1�OUJ 01= STRAPS LOCATED 1/3 ,SWAY � ° o ° 2� MIN GAP. EDGE CLIPS zz ° d ° TSP. SHEATHING TO FRAMING - FROM TANK CAP AND 5A6E. � ° d ° UJ/ Sd COMMON OR G,�LV,4NIzED RECOMMENDED FOR 24/1(o 0 3 NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX NAILS IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC z o 9 2 0 0 0 II 5LOCKING IS USED, THE 2x� 5 •: MAXIMUM SPAN 2� INCHES AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ,4NC�-IOi� INTO O ° 0 ° MUST 5E NAILED TOGETHER WITH It 2 X STUD PLACES ° ° ° ° ° ° ° ° ° 0 0 0 0 00 FRAM ING ( STUDS, 5L OCK ING, ad NAILS " O.C. ,�T � � (3) lid SINKERS. 2 II 0 0 O O O O O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D YP. i�,� ,�N (2) CONTINUOUS #� REB�R �4T .• 51RD BLOCKING 2 DRYWALL PER PL �2 � o0000000o j j j 000000000 s�IE,�T�-IINC�Si�E,�K 0 0 0 0 0 0 0 ° o .• 0 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. •:: 2 X STUD WALL01 � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UJ/ TWO ROWS OF 1�D SINKER #� � �." � OM TO �� : • ••, � � EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� � � .. W 3 3 NAILS �T 3 O.C. T�'P. , TO TOP OF DOUBLE TOP � m o0 00 �• �• 4 o0 00 �' W 12 O.C. �o VENT FLUTE - ° ° ° (s cKSIDE) (S,�cKSIDE) (S�cKSIDE) ° ° ° ° L5TA18 STRAP (5ACK51DE). USE II � PLATE a �11 j s STEM UJ,�LL � 1­411- I.T ° ° ° ° LONGER SERIES To EXTEND To ' 00'0��l 2 ° ° ° ° ° ° ° ° ° ° 00 REQUIRED S IMPSON H1 EACH TRUSS ® ANCHOR 5, 5E TO WALL � o 0 (0 ( � 0 0 0 0 0 0 0 0 0 0 TOP OF PONY WALL, IF PRESENT. . . OR RAFTER 1 ° ° ° ° 0 ° ° MIN. WIDTH=1(o" FOR ONE STORYPERPENDICULARTO o _ � � \ . P STRUCTURES, 24" FOR USE IN THE - _ .. .. .. .. .. PLATE INTERSECTION U.N.O.UO • (4) X :: 0. 0.1 :: :: :: FIRST OF TWO STORY STRUCTURES .. .. .. .. .. PLAN VIEW � :: :: :: • . • . • . • • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� , .. .. • • • • .. 3 MFR TRUSSES 2�" O.C. UJ/ • • . . ' • • .. .. g .. 8 .. 8 .. �Q CM 2 II • • PLN 8001= SHEATHING NG = Z o N � 1/1� 055 SHEATHING MIN. ~� �' .. .. .. NAIL L UJ/ ad O.C.=0R `° `� N ° O E o • i • i i • i • i • • • • II i 4% N � O i ' .. .. .. .. .. W .. .. .. .. .. 5THD 14 (UN.O ON PLAN) ' • ' • PANEL EDGES AND 12 O.C. � ' � o cn N Y (9)cN V ���o moo X� o00 0000 13 !� 00000000 • INFIELD Qz� 0C E2QN L o 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 • •• j L "3 N L N z .p. d .p. I •0- p •p• •p• HEADEREXTENDED OVER I H L C VP 8 STEM UJ,4LL ,� REQUIRED SHE,�PUJ,4LL • . SHEATH ,ALL GA5LE ENDS 0 _ = 0 � � °' `� Q � _ _ _ moo a�No0 oc v. CL A d. fl. °. D fl. °. D z N cn C-4 O v 0 a ,4 a a D. °. rp.D, ° o D °. rp.D, ° o ON A D. o a. 1 II •• USING5W15HEARWALL��`� U�L,a�c°, — — _ _ _ ° _ — _ _ _ — — �/8 ,ANCHOR 5OLT UJ/ � EMBED L � 0, D° SECTION A f�•-t II 1 II • a Q U U V >+ N SCHEDULE Aj 44a a e ' D° b ; ' : , UJ/ MIN 3 x3 x.229 PLATE WASHER _ i C N 70 0 CL ri0 IBC FIGURE 2308:652 4 D5L 50TTOM PLATE 5 10 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING�Dl) ad o (:D �•x4 P05T UNO. GUSSET 6 GIRDER SPLICE. / 1(Od 2x SOLE PLATE TO RIM , P.T. POSTS IF LE55 THAN S" FULL DEPTH GUSSET EACHZ�"UJ/lid PER SHE�4RUJ,�LL W a ��31 CUT TOP PL,�TE oR DROP� SCHEDULE �, 12 FROM 501L s IDE (10)10d. MIN 4X(o POST o SEAM DO NOT CUT SEAM / g II $ .. $ II 9 ad 'm � o.C. 50TTOM PLATE _ 3/ TG SUSFLOOR ad NAIL j TA OST CONNECTION: 2 II � � � � o � 2 DOU5LE TOP PLATE _ 2 LLPAND GLUE To JOISTS. ® Root= FRAMER PER Root= To 3/� FLOOR SHEATHING o M � 0 a o 21 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)104 OR DROP SE,�M UJ/ - - I I ® ROOF SHEATHING PER � -8 POST CONNECTION: 5LOCK ALL 5EARING. FACE 2 . ROOF SHEATHING 2 RIM To TOP PL,�TE UJITH _H CONTINUOUS TOP PLATE. - GU55ET 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO . / � STRAP M,4�' BE PLACED ON - - SCHEDULE l(od AT 8' O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. • 51 DE OF TOP PLATE - II 2 TOENAIL JOIST TO TOP ( LATERAL 5RACE WI(4)l(od 5IMPSON EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • � � PLATE EACH SIDE DE (6) l(od NAILS � _ � OR MA5 W12x HF #2 STUDS AT On • � � 8 12 POST CONNECTION: . 2 1(0" O.C. (UN.0) W/Sd NAILS ad SHEATHING TO STUD � (2) l(od NAILS 0 1(o" O.C. CRO55 5RACE WITH 2X4 AS 8 DO NOT CUT INTO 45 r / o , � -1--I 3/8 MINIMUM EDGE PER 5HEARWALL SHOWN WKE )1(od EACH END. DEGREE SHEAR CONE of 3 � 3 / o 5E AM PER PLAN ,ADD 4X4 BLOCK SETUJEEN UND ISTURSED SOIL D 15T,�NCE SCHEDULE � WI(4)1(od EACH SIDE � 4 D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES ' .: MID -SPAN STRUCTURAL 1-1 /4" RIM PLATE To STUD uJ/(2) • 1�d 1�' O.C. S g PLYWOOD FILLER ( � 2 x STUD (AS REQUIRED) ° � 3/4T 4G 5U5 FLOOR 4� 3 HEADER PER PLAN - / j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE 9 / � FLOOR J015T PER PLAN (2) lid N,41L5 �o � SQU,�SH BLOCKS 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 RIM 50RD TO FLOOR �� •�� NO STRAP REQUIRED IF •.• ••' • • •2 �o FLOOR CONNECTION 12 J015T WITH (2) l(od CONTINUOUS TO AT •. ' ' / P PL E DETAIL 11 ••• 2 • CONTINUOUS FULL HEIGHT 5EAM ANDHEADER 5UPPOIRT D1 = _ � �/ 8 � OO TO � OO CONN CTION D1 O � VERTICAL 055. SRE,�K L � L � TW N TO PLATES � O � o SE EE PPL E AN EXTEND OWN OVER x T A AN � . D E EDD ER3 j 2 STUD WALL PER PL � / Mu 51 O . D LL � FOOTING � / 2 CONCRETE 5LA5 PER PLAN N Ln 3 G 5LOCK ,ALL PANEL N _ 9 Go EDGES NOT LANDING ON 3)VAPOR 5ARRIER m 2x MEM5ER • a . � PER PLAN (D 00" FOOTING CORNER / I\ TOP/BOTTOM PLATE To j 2x PT W1 ,ANCHOR 5OLT5 N g STUDS UJ/ (2) l(od THRU 2 PER 5HEARWALL SCHEDULE N NAILS TYP. (3) 1(od THRU FOOTING CORNER FOOTING 'T' 2 STEMUJ, LL CORNER #� HORIZONTAL 3"-4A 5" FROM Farm 1 11 NAIL FOR 5W3, 5W4 4 5W5 z R L R • g .. � TOP of STEM AND 12 O.C. SHEAR WALLS ffJ I' Iva ° d II Lu I 2 STEM SHOWN ® 3 30 M IN IM I UM LAP SPLICE 2 x PT MUD SILL UJ I TH '�. %��i��i��i��i��i��i��i� i' . �i��i1 j j _ _ '\//\//\//\//\//\//\// �' a \/ #4 VERTICAL DOWELS 6 3� II y\\\\\\ II \\\\ � � ��i�i�i ,ANCHOR 5OLT5 PER ��i / %/\��\��\��\�/ ,, \�/ �\�•O.C. IF COLD JOINT. (4)VERTICAL REE3AR NOT SHEAR WALL TA5LE , \� .\�� d I I �o . \ N a 11//� ���/., EXTEND TO 3 OF THE SHOWN FOR CLARITY / (MIN OF 2 PER PLATE !�\ g •Fa rm v ��/�� ��/��/� \ II \ \ \ \ � FOOTING SASE. EXTEND PERSPECTIVE OVERVIEW WITHIN 12 OF ,4N�' II /�/ " i � 14' MIN. INTO STEMUJ,4LL CORNER) MIN FROM INS • «-- �i� ��i / %--- /\�//\� \//, TYP (UN.0) 0 Ow—�• EDGE - a._- a - v a - - .a i-1 11= I I=1 I I=1 I I=1 I I=1 I I=1 I I I ,III=1 I (2) #� CENTERED IN . .. -III—I-1 I I—� I I—III-1 I I � E EKED 2 3(4)� SL,�S oN GRADE UJHERE12 8 FOOTING j2" MIN / a a / SPECIFIED PER PLAN °J a BUILDING II 1 •. D .. • • _ • ° ' 8 FOOTING AND ROOF CODE 201a 15C STEM WALL CORNER STEM WALL T •, . • DROP JOISTS WHERE , D ' • •� � . j � MIN. FOUND,4T I ON D IMEN510N DR�41NS IF REQU 1RED D � SPECIFIED PER PLAN WIND • •• NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH ° • . • , SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM g NATIVE UND I STUBBED 50 I L EXP. 5 9� MPH '. D • . 4 a ° 1 FLOOR 1211 (Oil (Oil OR STRUCTUR,�L FILL PER SEISMIC DESIGN 4 ` ° A. . , °. 12 / 13 / ,• a 2 FLOOR 111 11 SII GEOTECH CATEGORY D • a ° 3 FL OOR 1811 811 811 A 1 FR05T DEPTH 5Y ROOF SNOW � � JURISDICTION LOAD 25 P5F rl2 8 6 IBc T,�BLE i80g.� 3 CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 6LA5 D1 2x STUD WALL PER PLAN ENG. P.E. (IFLOOR JOIST OR 1 JOHN H. LANDING 1 DRIVEWAY APPROACH PER DATE 1 2 3/� TSG SUSFLOOR (UN.O.) 1 ' 1 ARCHITECTURAL SHEETS 05.19.22 2 2X4 LEDGER W(2) 10d � 2 �.' :,_ ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' r- j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIEEd COOLER 2 GARAGE 6LA5 PER PLAN Foo I ,�N z,�CK C. L R G RDER PER PL • II NAILS s S" O.C. OR TYPE ANALYST 4 • . 5-1/2 MINIMUM MATERIAL � . AS- 51W SCREWS e 16' O.C.� FULL DEPTH BLOCKING JOE G. DIAGONAL 5ETWEEN R15E � � � 3 3 CONTINUOUS RE5AR . � REQUIRED AT ,ALL SEARING SHEET AND RUN � II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.6 2 1 � d NAIL 12 O.C.(UNo.) � • 3 UPPER FLIGHT of STAIRS :� _ SUPPORTED ON 3/4 T 4G 2 o CRACK CONTROL) I . ;: .� 2x PT UJ/ ,ANCHOR BOLTS 11 1 " II. PER 5HEARWALL SCHEDULE 41 ad NAILED 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 1 1 (0 PANEL EDGES 12 O.C. �: FRAMING MEMBERS NOT ,4T D o D # HORIZONTAL 3 - FROM g FIELD PANEL EDGES (UN.0) z - TO OF STEM ,�N 12" O.C. P E D CONTINUOUS BUILDING -� ,,��/!�///// I I. ° 2X4 THRUST 5LOCK W1104 /��/��/��/�� 24" STEM SHOWN 40 F7 SHEETS ORIENTATION OF CORNER � `� / / / / I . �' o . FOOTING PER FOOTING ,��i .�\i� II g � O.C. NAIL TO LANDING �: - ��/ � , I II STUD MAY VAR' : ; DET,�1L !�� 11 , I #4 VERTICAL DOWELS 6 3� J015T 8 • / PROJECT NUMBER O.C. IF COLD JOINT. EXTEND •(i)3/4' TAG 5U5FLOOR ad NAIL O.C. ALL .\�/ • 1�--- 220278 51 o. HOLDOUJN PER PL,�N �/ `-- TO 3" OF THE FOOTING 2 y FRAMING MEMBERS �4T 2 1 ° 5A5E. EXTEND 14' MIN. g 2X8 LANDING JOISTS PANEL EDGES 4 12" O.C. I=11 „ INSIDE CORNER 2 ON ,4 F ,MIN M M 5 p D -III—I-1 I I—i I i—III-1 I I INTO STEMUJ,�LL (UN.0) A R/�10d 'a � O.C. RIM TO LL R G E 5ER o NOT AT AN 5 •,� /�\ � \ \ \ \ � � 12 FR05T DEPTH Y w 22 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 12 ,1111 // :r JURISDICTION L5C AT TOP 4 A3Ss \/ \ \ \ \ \ \ \ ad NAIL �' O C (LL (2) CENTERED IN FOOTING O.C. I • (,j/ MIN.1=0UND�4T FOUNDATION DIMENSION 50TTOM ,�\/\/ . PANEL EDGE5XUN.0) /\\ \\' � NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH 11 NOTCH STRINGER TO REST SECTION i / SUPPORTED 5� FOOTING OF FOOTING OF FOOTING OF 5TEM 11 FOOTING ,SND ROOF 37886 a � II II II � F�' � STRINGERS SPANNING OVER ON LEDGER � � D • � • .. • o s T E �, r 1 FLOOR 12 DRAINS IF REQUIRED x (o STEPS MUST 5E SUPPORTED 11 11 11 �ssio O�G III �j /,, �j 2X TREADS WI(3) 10d � 2 FLOOR 1� ( 8 NATIVE UND15TUR5ED 501E `NAS W/TX�G/ BE,�M ON �XT POSTS. 12)EACH II II II 12 POST TO 18" CONCRETE FOOTING STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER �o OR STUDUJ,�LL O OUTSIDE CORNER DETAIL GEOTECH rl COPYRIGHT c 2021 39 / 115C TAE3LE 1009.1 4 HODGE ENGINEERING, INC. tWIS DOC *-Nt 14AS BEEN DIGITALLY SIGNED PER 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNEIR D1 CONT INI�Ol�S 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O 15T5 D1 WAC WICA E M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAtE MAY BE REMOVED BY tNE JURISDICtION 122 ) (DMFR C�,4�L� SND TRUSS THE TRUSS DESIGNER'S C�,45LE SND 5R,4CE114 IV i 26 UNR STR,4IN D RETAINING UU,4LL SCHEDULE DETAIL TAKES PRECEDENCE. USE THIS K-i'� _ n _ - " Lu % I �I uU T VERTICAL K D��-.00 DOU�3LE TOR PLATE C U N.O. ON PLAN) n r-nkrrikii gni ic, \��=ter- A1 DETAIL I THE TRUSS DESIGNER DOES NOT U «r-, I III -ill IWI I '��vv���� ETUJEEN TRUSSES OR PROVIDE A GA5LE END 5R4CE DETAIL RAFTERS, NAIL ROOF �.,tt.,,,� ,�.� �,.,,�,.� t�� X0-01 ..1,-SHE4T�-II -11 TO �LOCKINC� U FACE OF FOOTINCA 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ,ARE THE RE SRONS I I L I T'� O THE U I L D R 2 TOR OF SLOPE AND CIVIL/GEOTECHNICAL ENGINEER. to z 0 z 0 v 0 s" g' #4 -9 12' OC 40' 3' 4' r_ r r r �- r r r 61 s s 125 10 oc 9 5'1"-10' S" 12" 05 a 9' OC 6'-3' 13' 1-3/4' 8WALL VERTICAL At 1-3/�' FROM FACS "•' U1/ t60� j" U.L. tq m - SHEATHING ' S�4�AtI�INCx OVER CxABL� 5R4CING (7' MINIMUM) O N/3 BUt NEED NOT > 0 � FRAMING AT 2�' O.C. ALONG UNLESS A CxEOtECNNIC,4L REPORT IS PROVIDED t0 � W � CONCRETE lf'c� = 25mm psi j HORIZONTAL R�BAR O l6� Imd NAfLS NODG� ENGINEERING t+�� BEARING SOILS ARE ASSUMED EXCEED 40MAX � Z � � REBAR (fy) = 6O ksi O*�. �gAR At 1�D'oc O 6' TIMB�RLOK OR 6' SDUJC LENGTH OF WALL. 70 B� 15mm PSS OR 2mmm PSF. UJN�N PROVIDED FOLLOW(4) < � PASSIvEvOIL = 25� pcf O AttAGN t0 EACH TRUSS O 2x6 DIAGONAL t0� OF SLOPE � � ACTIVE SOIL = 35 cf � AT 16' O.C. � ALL DIRECTION OF TNS C�OTECNNICAL R�POR7. p SOIL BEaRIr� = 15 m psf 0 MBAR SPLICE 3�D' FOR "4 IUItN (2) 16d NAILS, o o BR4CINCx SPACED � 24 � o REBAR, 38' FOR $5 REBAR O TOP PLATE TO $OTTOMO.C. ATTACHED W1 (3)W/2 5UT WITH FOOTING REAR CHORD CONNECTION PER � � 16d NAILS O EXCEED S��MA �t W o SNEARIUALL SCHEDULE Q r O � � U-D*� �4E�L REBAR a 12" O.C. �j o � � � O SIMPSON GBC I � FACE OF STRUCTURE o 0 ,L D (8 -Im WALL VERTICALS o o NOTES � 2 I (INSTALLED IN PAIRS) LLI-3/4' FROM SOIL FACE) O gACICFILL WITH 12" MINIMUM FREE -INSTALL SCREWS UPWARD 2 (L j DRAINING SOILS. 12' OF DRAIN tNROUCrtN TOP PLANS INTO O DOUBLE TOP PLATE p � SILL UJ/FILTER FABRIC CENTER OF BOttOM TRUSS Z � 2 �' CHORD. 3 O GABLE END tRUSS �o O 2 )KEY (NOT REQUIRED IF SLAB �✓ LL O � � �. PRESENT A7 F0071NCx) -BRAG TRUSSES PER SCSI. 2x4 BOTTOM CHORD CONSULT TRUSS MANUFACTURER TRUSS BR4CINCx 8' � `� `° ` ` `� O FOOTING 12' MIN BLOW GRADE. z - � � � ¢ ��' ° 0 w • ' "' BELOIU GRADE IS NOT AOR BRACING REQUIREMENTS. ° MINIMUM � 24' O.C. ALONG � d . W �� � ma a ° � � o �— � m mom- o c m._ a> REQUIRED IF SLAB PRESENT AGN tRUSS 3 � N v m= � o N � m 3 0 .' WALL BELOIU. ATTACH t0 � ` ° J ` ` �3 L ` � ` ` �' 3c« c���`-a�°am aim � FOOTING t0 BEAR ON FOOTING REBAR *4 � lf�' O.C. � F O � � � � N U C l6 _ � lU/ C2) 16d NAILS o � N � ` E r L y� Z C N C� C� >. � Q � 5 8 FIRM UNDISTURBED WITH 3 COVER t d � V l6 � '- mN� N E a) a E Q U U� U 'O N m j. O NATIVE SOIL OR g KE1'IUAI' REBAR TO MATCH B ENGINEERED SILL VERTICAL REBAR SPACIN 3 � � � _ � N iBc 1s01z.2 26 22 rl8 isc FIG 100s.1.1 r14 UNIREFRAINELD CONCRETE WALL - 40 PSS SURCHARGE - 201a IBC D2 GAE3LE ENE) TRUSS BRACING D2 GA5LE SND 51RACE D2 FOUNDATION CLEARANCE SROM 6LOFE5 D2 is I SWEAR WALL NAILING PER � PLAN 19 15 e O SILL NAILING t0 SIM DRAINAGE - EXTERIOR C�RApES ADJACENT t0 THE WALLS OF THE HOUSE ,4RE t0 BE SLOPED � � 1�d o �.' O.C, �1 (8) 16d NAILS STACzCxER�D O FLOOR JOISt PER PLAN C4 AUJAI' FROM THE 5TRUCTURE TO ACHIEVE SURFACE DRAINAGE. 5U55URFACE DRAINS A7 OR0 1 At EACH SIDS OF TOP ; M0 5ELOU1 THE FOOtINCx/5L,4B ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING a O STRAP WHEN SPECIFIED `�' M/N ��� �o PLATS SPLICE.iiii3 �Z DIAPHRAGM OPENINCx WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARE 70 CONSIST 0F RIGID PERFORATED 4 PYC PIPE R p U SURROUNDED Bl' WA5HED PEA -GRAVEL Ofi� GRANULAR SILL WITH LASS 7N,4N 5ro � DOUBLE RIM JOIST ��r PER PLAN SINES. PLACE ` � � REQUIRED FOR SlU2 OR 2 4 � S�L�CF O (3) 16d NAILS STAGGERED A NONUJOVEN-CxEOtEXtILE FILTER FABRIC BEtUJEEN THE DR�41NaC�E MatE�21,4L AND THE � 5 GREATER SWEARIUALLS At EACH SIDS OF BOttOM � I(0" OF 5LocKluG u11 36' REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE(D � O AttACN BULL DEPTH PLAN SPLICE. 0514 STRAP THE FILTER FABi�IC SUCH THAT 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE BLOCKING t0 DOUBLE TOP ' 3 O (2) 16d NAILS 'S 16' oc INTO O SHEATHING PER PLAN b� BACKFILL AND EXTEND5 OVER THE TOP OF THE DRAINAGE ZONE. PLAN lU/ (2) 10d a EACH BAS 1 � StUDS � THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOtINCxS 3 � •� i � FLOOR JOIST PER PLAN - �� 2 U(o O SIMPSON 36 CSI MAY B� Z B�AM/DB� JOIST PSR PLAN AND THE DRAINS ARE TO BE CONSTRUCTED W17N SU�ICIENT GRADIENT 70 ALLOUJ C�R4vIT�' � O NAIL SUB�LOOR t0._ USED IN LIEU OF NAILING AS AROUND OPENING (TYPICAL � D15CHARGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON THEg BLOCKINCx W/ ad o 6" oc CD�IRATED.(N07 SHOWN FOR 4 PLACES) (U.N.O. ON PLAN) � LOWER PORTION OF THE PIPE. (uN.o) � OSCUD WALL OR BEAM PER � O BLOCKING FOR STRAP PLAN � RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH 1/1(0" oSB SHEATHING to THICK WA5HEID GRAVEL 5L,4NKE7 OR LINED WITH A [DRAINAGE M,47 SUCH AS MIRA-DRAIN 6001 �9 S UNDERSIDE OF FLOOR OR WELL GRADED AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 ,1015t8 NOTE: PLATE SPLICE 5 (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO � SDIUC EACH STUD TO DBL APPLIES WHEN NO OTHER THE FOOTING DRAIN Si'57EM, toy PLATE. 5Du1c FLOOR SPLICE IS INDICATED. JOISt t0 DBL TOP ROOF AND SURFACE RUNOFF ARS N07 70 BE D15CHARGED INTO THE FOOTING DRAIN 5Y5TEM 11 DT72Z A7 CANTILEVERED WALL ENDS WHENPLAtE/SEAM. (4 SDIUC AND SHOULD BE HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM. SPECIFIED lUN.TOTAL) WHEN NOLDOUIN 27 O.) SPECIFIED 23 ri 9 rl 5 J CONCRETE WALL DRAINAGE D2 CANTILEVEREID SHEAR WALL D2 PLATE 5FLICE D2 LARGE DIAPHRAGM OPENING D2 Q O (:D WALL FRAMING OO TENT 00 ON A OONY WALL 70 �Z 1 LL L R B V� N Ln ------- FOOTING SIZE ,4ND j 3x MEMBER A7 ADJOININCa LL, Q NO O 1U17N AN MSTC��. O I/2 MIN FROM CORNER Q RE5AR SCHEDULE / � / � / PANEL EDGES FOR 5lU21 CENTER STRAP ON Lu SER ALAN � SlU3 AND SIU SHEAR WALL JOISTS AS SHOWN 0 2 SECTION lU/ 3X STUD SECTION W/ l2nX STUD SECTION lU/ 2X STUD o °, O (I) 04 REBAR MAY BE lSlUl ONLY) O SlU2 SHEAR WALL Sd NAIL: � O WHERE FOOTING SECTION o � � FOUNDATION REBAR OR N 2O POST Oil 5TUE)5 4' �DC�s� - 12' FIELD SFCT�pN , � � � 'A' IIlpS MORE t�IAN 8' , o 0 0 0,0 � POST TENS 4A Fa, w PER PLAN � 5 SlU3 SHEAR WALL Sd NAIL. PROVIDE 4'051(o \ �3 EDGE 12 FIELD SDE OF SPLICE W8-l�od Lu • 1 0 °ACH o (4) 2�' MIN REBAR L�NC7N SU SWEAR WALL SD NAIL: COMMON NAILS , o o , W J (o � 2" EDGE - 12' FIELD ' . 5 0 ° a o0oo V4i TPTE I (4) 0 , NOTE: NOLDOUNS ATO oB SHEATHING CORNER ARE SPACED2 (2) 2X PLAtEI o o � . o o /2�� FROM EDGE. • O 2x MEMBER FOR SHEAR a° .. ... a Q O O O NOLDOUJN PER PLANo 0 o O O 3 WALLS MID PANEL (FIELD) �� � 2 ° 0 CLEAR SPAN 11' MAXIMUM. PONY WALL SWEAR lU,4LL PER PLAN _ � a �o O NE,4R NAILINCz TO MATCH � \ � ,. � � , ; % � FOR TYPE RJ NOLDOIUN � — 0FOR NON RJ NOLDOIUNS � � °� a . a � � � UJA�� ABOVE (2) 2X MAY BE USED IN � °' � � � � 8 6' MAXIMUM PONT' WALL � ,. • . 2 BUILDING 00 • PLACE OF 3X PER SWEAR a � a . � � a O O COMPRESSION BLOCKINCx CODE 2018 IBC WALL NOTES IDU NOLDOl1JN SIU( SWEAR PANEL � .. ° .. a� � . ,, . � O(WHEN SPECIFIEp) O (2) Sd NAILS � 8' O.G. OR WIND 1 FOR COMPARISON �� � � 16d � 16' O.C. EXP. B 131 MPH 6W2/ 6W31 OR 6W40 0 ° � � � a . � 12 � MSN � SCUD PUCK OR POSt PER � PLAN I BUILDER t0 DETERMINE SEISMIC DESIGN SHEAR PANEL II '=, ��^, TM . $ .. � , . CATEGORY D .:.- STPD STI�D�J IF StND OR StND/RJ IS r28 r24 �,�„� 20 APPROPRIATE. 16 ROOF show LOAD 25 PSS WIDENED FOOTING D2 &W21 61131 6114 5HEAIR WALL NAILING D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2J 25 O DEEPER BEAM 21 �r� ENG. P.E. JOIN N. O SMALLER BEAM 40' MINIMUM LENGTH � 4 DATE 05,113.22 NOTCW '� O FLOOR TRUSS SIZE � REVIEW DEEPER zACK C. O SMALLS B�AM SEAM R SEATING. 2 O 2x STUD WALL � w � SPACING P�� PLAN (0 2 (NOT REQUIRED FOR ANALYST BOttOM FLUSN BEAM) 2 DOUBLE TOP PLA7EJOE G. O tRUSS PER PLAN � IF SMALLER BEAM IS O OZ NAIL MFR SOX tRUSS 70 SHEET DBL TOP PLATE lU/ Sd 6 6' 3 NARROWER -SHIM OUT t0 O (2) CS14 STRAP TICS MIN 40" O.C. (UN.O.) � ° m EQUAL IUIDtN OF WIDER 2 LENGTH O O SHEATHING PER SHEAR BEAM At THE CONNECTION)INTERIOR SHEAR WALL SCHEDULE . • . O 'SIMPSON' CCQ SERIES OO BLOCK 2 SCUD BAiS lU/ 2x Ox/16' OSB NAILED UJ/ COLUMN CAP ISIZ� t0 SUIt NAILING 4 SHEATHING PER Imd NAILS At 6” O.C. LARGER BEAM WIDt�4� PLAN. 5 OF , SHEETS � 3 O �X7�RIOR SN�ATHINC�, NAIL �o 'SIMPSON' N5T3 PLATES PER PLAN j 2 O 2x4 VERTICAL SUPPORTS o O EACH SIDE OF BEAM lUll6) (4) NAIL BLOCKIN��00�70�" O.C. PROJECT NUMBER UJ/ l5) Sd NAILS INTO TOP 220278 � AND BOttOM CHORD. 5/8' THROUGH BOLtS. � O � IU.N.0) (BOtW SIDES OF tRUSS) CENTER SCRAPS ON 5 5SMALLER Et ¢8 NAILED EACH SIDE ' � �'�W ARO 2 2 O NI CLIP A7 EACH TRUSS , 2 (OPTION) OI' GAP BETWEEN ROOF IF PERPENDICULAR JOISTS SHEATHING AND 70P OF 3 O WANG OFF BEAM INSTAL � d LATERAL 5R,4CINCx � � ,� 378 ALLOWED FOR SIMPSON NUF7 NANC�ERS FCis-rE��' VENTILATION FOR StAND�4RD JOISTS 4 F � 'WUSTF" HANGERS FOR MULTI SSioNALEN JOIStS OVER "N6t3' 21 29 SCRAP tYP UNO. 25 21 17 HODCxE ENGINEERING, COPYRIGHT�IN DIGITALLY SIGNED CANTILEVERED TRUSS LATERAL 5RACING D2 CHANGE5 IN 5EAM SIZES D2 C�I,4NC�� IN TOi� �L�4TE NEIC�NTS D2 INTERIOR 5HEAIRWALL TO PERPENDICULAR FLOOR TRUSS A50VE D2 ��,-���,W'T�A,��$ CERTIFICATE. ,� 30 � EXTEND SHEATHING TO (D3/4" TSG PLYWOOD � 42 38) 34 1 SIMPSON DTT2z DECK LOWER TRUss BOTTOM 6U5FLOOR HANGERS UJ/ 1/2' NDG ,��� CHORD o 11 1 1 THREADED RODS z � SMEAR WALL NAILING PER - � 2 Loon JOIST PER PLAN. 2 ATTACH ,ALL ADJACENT PLAN - . WEB, STIFFENERS REQUIRED - TRU55 CHORDS WITH > o 3 FLUSH DOUBLE 2x JOIST 20 0 0 0 ° ° 0 0 0 3 FOR MFR FLR J5T C3) 1/4'x3" 5D5 SCREWS � � • z -NT • OR MFR DOUBLE J015T APPLICATION le UJIT�-I 1�E8 STIENERS OR DECK JOISTS PER PLAN - - 3 BLOCKING BEHIND BEAM PER PLAN S�IE,�T�IING CUT 1=oR PARALLEL FLOOR J015T FLASHING ING - • , • FLOOR JOIST PER PLAN - L cv FLOOR SHEATHING NAILING . • � STUD/POST PER SHEAR PARALLEL JOIST: � cc. , • PERPENDICULAR JOIST--3"oc 0 r' a to• j WALL SCHEDULE - o M5TC4853 (WHEN • • • DOUBLE BLOCKING • SPECIFIED ON PLAN) o • REQUIRED FOR z - • PERPENDICULAR (2)C514 OPTION • • '1 1 INSTALLATION UJ/ 1/4"x2-1/2' • (36MIN LENGTH, WRAP • SDS 5CREW5 • • AROUND BEAM) L TOE NAIL BLOCKING To � � q °� ) � o g 18" MIN TO STUD WALL ° ° ° ° C° ° ° ° PLATE UJ/ C2) lid N,41L5 � � w � � � � .Q � � � o v• o a)L� oc(gCSa) °° o o°° f6� J j 0 O C 0 0 0 CCS1� OPTION ) OO OO � a U)ans o��°� 70 f6 a) N V O' ) L O V C 0 0 NAIL SHEATHING TO BEAM. � � � � � � o � E' � � 5 ' " 4 .0 EXTEND BACK 2 JOIST �,�1'S � O ++ N C O �� 70 p O Q Q DO NOT BREAK SHEATHING PE RPEND I CUL AR FLOOR JOIST t — O U cc •caN-0 N 0 ��� N N Cm C L EXAMPLE RESIDENCE Q � � C C 40 ° � > � Q U U •� � N� j, O NC cc C N LO • N 42 r3438 30 0 D3 5HEAR WALL AT BEAM D3 LATERAL DECK CONNECTION D3 EXTEND 5HEATHING TO TIRU55 50TTOM CHORD D3 (D SMEAR WALL PER PLAN o 2x� PRESSURE BLOCKa a 2 '102MINIMUM OF (4) DTT1z OR SIMPSON DTTIz DECK a (2) DTT2z PER DECK TENSION TIE UJ/ (2) 10d TOE NAILED � yi � L- PER IRC 501.2.x• . EACH END $ � 8 -- $ •)2x BOTTOM PL,�TE PER � o C(o) 09 x 1-1/2 5IMP50N 5DC0 �chcnc�a : 5PEARWALL SCHEDULE . SCREWS (SHOWN) OR (S) 0.145"x 1-1/2" NAILS UJ/ 1(od 6 4„ O.C. u (o • .4 93/4" T4G FLOORING 3 DECK JOISTS PER PLAN - rl • '. • � TRUSS/RAFTER PER 3/6" 5IMP50N HDG LAG - PLAN SCREW WITH NDG WASHER .. � *HI EACH TRUSS ( UN.o.) OR SDUJ�I TIMBER -HEX - •.. �� �� � NDG SCREW (SHOWN) INTO - • '. � 1/1(0 055 UJ/Sd � O.C. TOP PLATE, 5TUD5, OR PANEL EDGES 12'O.C. ® FIELD OR GW5 UJ/ NHEADER::. ��D � • 1-5/S SCREWS. � FLOOR JOIST PER PLAN g g HANGER PER TRUSS � MFR lqqlw -r-1 �o FLASHING BY OTHERS - g 2x(o BLOCKING UJ/ � 2 1 (o d o (o "O.C. TO TOP S�Ioumll=oR REFERENCE � II ONLY PLATE MIN. = V5EAM/RIM J015T PER . _ JOIST HANGER PLAN. EXTEND PENETRATION LEDGER ATTACHMENT SHEATHING OVER FACE 9 PER PLAN OR 2X10 BLOCKING OPTION 01= ( 1) D TT2 Z IN BETWEEN CONTINUOUS LIEU 01= (2) DTTIz STUD 52x& PRESSURE BLOCK UJ/ (2) 10d STAGGERED " 43 39 C—C 2021 (WOOL) CONSTRUCTION CONNECTORS), FAGiE 29 r35 ,�T � O.C. r3l D3 D3 LATERAL DECK CONNECTION — E)TTIZ D3 JACK TRU55 5HEAR TRANFER D3 O � O (D tQ FASTENER PER PLAN Q O o N Ln o � .�._ STUD TO MATCH GIRDER PLY %(UN.O N _ � � 2) 2 x�• L,�M I NST I ON5 UJ/ � 1) � ON ENGINEERING SHEETS) O ROW OF STAGGERED 10d M COMMON WIRE NAILS 6 12 cc ALLOWABLE UPLUIFTS • FASTENERS HF/5PF N ° (2) 2x(o LAMINATIONS U/ (2) NQ 5DWC SCREW 485 - ROW OF STAGGERED 10d 0° 0° x--11 425 � � � COMMON WIRE NAILS 6 ("cc � � ° m J ° 2 H2.5A 535 EACH SIDE ° ° 'Aj p E DE � J o°oo° ® H10A 1015 ° O H10A-2 930 U W - LGT2 60 21/2 ' (3) 2x LAMINATIONS UJ/ (1) 1 � _ � 5IMP50N LGT2 SIMPSON MGT UJ/ NDU LGT3-5D52.5 (3)PLY 2505 1" ROW 01= STAGGERED 30d Q G D 3 i 2920 COMMON WIRE NAILS 6 1�'0 MGT (2/'PLY 3300 ° EACH SIDE 1-1 •• (1)VGTR/L (2 )PLY 1(000 _ z o o(4) ( 3) 2 x� LAMINATIONS UJ/ ( 2) �o • ° C2�GTR/L (2)PLY 3990 � • ROWS 01= STAGGERED 30d (1)VGT (2)PLY 3555 _ 2_ 1/2 COMMON WIRE NAILS S'oc C2�GT (2)PLY 5110 1-1/2 EACH SIDE • C2�G 3� Y (o00 BUILDING ' HGT-2 (2)PLY 6485 O 1-1/2' 111111111`-, e- CODE 2018 15C HGT-3 (3)PLY 9035 WIND ° HGT-4 (4)PLY 92 0 � 0 . B 91 MPS *VALUES BASED ON SIMPSON STRONG TIE FASTENER 2 SEISMIC D ES I G N SCHEDULE. BUILDER t0 FOLLOW ALL MANUFACTURER REQUIREh'IENTS FOR FASTENER INSTALLATION. CATEGORY D 3 5IMP50N VGT DOUBLE INSTALLATION 5IMP50N VGTR/L ROOF SNOW 44 40 uu/ (2) HDu4 uu/ HDu4 36 MER NDS 15.33 MUIM 15C 32 4 LOAD 25 P5F D3 D3 TRUI56 UPLIFT CONNECTOR5 D3 NAILING 5CHEDULE FOR 5UILT—UP COLUMN D3 ad ENG. P.E. lid JOIN H, DATE 0 .9.2 2 •g (DMANUFACTURED R001= REVIEW TRUSS WITH ENERGY PEEL z,�CK C. . C I� PRESENT) � 2X SOLE PLATE TO RIM ANALYST /lid 6 (o' O.C. U N.O. � JOE G. SHEAR WALL NAILING PER � • PLAN 3/4 T 4G TO RIM: SHEET ' : ad 10 ( " O.C. 1/16" 055 OR SMART SIDE 3 2 X OR MSR FLOOR JOIST PANEL BLOCKING UJ/ ad 6 2 (0" cc INTO DOUBLE TOP RIM TO MUD SILL W11(od PLATE 4 TOP CHORD 51RD e T" O.C. UN.O. PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK. • 9 5 ANCHOR BOLT PER PLAN 6 OF 7 SHEETS (4) ROOF SHEATHING PER PLAN UJ/ ad Q (occ INTO BIRD .• PROJECT NUMBER SHEATHING TO STUD 4LOCK LOCKING. ��0�78SEESN R U SCHEDULE � _ 5 5 I MP50N x--11 CLIP. TYPICAL x (3) SDUJ522400D5 SCREUJS � �T ALL TRUSS 50TTOM , �o STAGGERED 6 1V p O.C. of w 22 CHORD TO DOUBLE TOP � ��, INTO STRUCTURAL 2x � P ® :F c PLATE INTERSECTIONS � R \ O 1-3/� IM z R �o SOFFIT MATERIAL ' g CONCRETE FOUNDATION ,� 37 8 o � (o ( IF PRESENT) 2 DECK JOISTS PER PLAN � �Ssi EAG\ S ONA� SEE 5HE,4RUJALL TABLE 3/4" T4 G FLOORING TRU55 SECTION FOR ADDITIONAL NAILING COP�rRIG�IT©2021 45r4f"�3% 33 HODGE ENGINEERING, INC. T�IIS DOCUMENT BIAS 5EEN DIGITALLY SIGNED PER D3 D3 RA 15E D HEEL TO 5HE AR WALL CONNECTION D3 DECK LEDGER CONNECTION D3 WAC 1%-23-010ATEM wlt�I A EWVE SIGN 4E JURISDICTION T IE CERTIFICATE MAY 5E REMOVED 5Y THE 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 M101191" 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 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5, CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d MAX. 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 PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/RITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) SPECIFIED FOUNDATION SILL 4j UA J 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 4j UA J 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 4j UA J BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS 3 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 it -0 N m >% O N N C N LO '� a) a) cn cc -0 v a --C J 0 ~ Q� N 4j UA J y4J� 4 NQ N 3 Lu BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 05,113.22 REVIEW ZACK C. ANALYST JOE G. SHEET 7 OF , SHEETS PROJECT NUMBER 220278 COPYRICxHT cQ 2021 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