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MM 21 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230066 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) O CATEGORY DETAIL CALL -OUT 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 ELEVATION A 3/4' T 4 UNBLOCKED PLYWOOD OR 055 CLUED AND NAILED W/Scd a 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 4.2C) STEP 20 FOLLOWING GRADE D2 RETAINING WALL DETAILS FOR STEM WALLS OVER 40' U.N.O. 26 27 D2 D2 5QU,45H BLOCKING O 5TUD(5) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. ENSURE VENTS ARE NOT AT HOLDOWN OR 51MP50N PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION POINT LOAD LOCATIONS (TYP)Al 20'DIA. OR 24"DIA. x 0' M� NAILS 24 b+b�1 SNOW 24 ADJUST CRAWL SPACE VENTS TO BE 12' 410 PT HI=*2 a MINIMUM AWAY FROM HOLDOWNS. Z MIN. HDU8 - HF MEMBER 58200 N/A HUC40 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* HOLDOWN/STRAP MIN. U HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. O HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN \4 OPT I ON OF N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' URO. (1) DTT2Z IN LIEU 12K CAPACITY OF (2) DTTIZ 5THD14/5THDI4R) - 3500* (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' 40'-0" N/A 14 PER MFR X N N/A 5THD 14RJ 5THD 14RJ ` 5THD 14RJ U12 TND 14R,. �ti�ti M5 24 4x10 PT HF*2 5 HUC45 OPTION OF (1) DTT2z IN LIEU OF (2) DTTIZ 5THD 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" Z MIN. HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 2l2' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* HOLDOWN/STRAP MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 561x30' U.N.O. HDUII - DF MEMBER 9335" DETAIL CALL -OUT POST PER PLAN 1 HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x(o MIN. 551x30' URO. HDU14 - DF MEMBER 14445* 12K CAPACITY 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 COMIW3 IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMRSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) 5THD 14RJ DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RU514 PRIOR TO PLACING FOUNDATION \V_Ji'�/ 24 12" 8'-3" 02 I'-5" l�0'-3" 1'-10° 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 MEMBER 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2.5K CAPACITY SNOW OR 4.0K CAPACITY 24 24"x24"x6' W/(2) *4 EACH WAY DESIGNATOR EXAMPLES 5BK CAPACITY Z POST PER PLAN 30 SHEARWALL DESIGNATOR cul Boa HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DESIGNATOR ST1014 ® 5.5K CAPACITY (2)CSI4e C514 DETAIL CALL -OUT POST PER PLAN 1 36 D1 3(o'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN — 42"x42'xl2' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 4a'x4a'x12' W/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' WICV *4 EACH WAY 2 I CAPACITY 3.3 &0'x60'x14' W/(8) *4 EACH WAY 33K CAPACITY -72"x-12"Aro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35, OR mA5 B U.N.O. a Q e 01 REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOIL'SSIDES # BOTTOM a. G ' I 6 � 2 12 1 71 I I I I 3 D I 1" -12 -l2 5 -l2 5 I2 - 2 5 -1 5 -12 2 14 24 24 24 4 4 2-�h I I I14- mmF 4x10 DF#2 I I I I MI I 1 g I j I I ' M X S EM BLOCKING RESTRAINT AT =NW f'_4)4 D1 LL HEIGHT D1 J015T END 4 EACH INTERMEDIATE SUPPORT 1 I (SEISMIC ZONED R502.1) M2 I 4-102 4'- 02"'_1 _ _ �6 _31 N '-4 2 1 I dJ Io< 4x10 F*2U 4 10 E):02 1 I 0 <.F_ rl> I I MI M 2 4 10 D *2 2 2 I 1 1 _' I I I I 0 I I M3 T I I' I 4'-1' 4 -1' 3'-'-3' '-4' '-4' '-4' '-4' -FI 2 J I410D*2 I24 24 24 1 m I I I �i�d L 1-7411 1-741 I L-FAJ L-I�:4- I I I X� I � c 1 11 211 r 0 1 I 5THD14RJ I I I I I 4x10 E)M 24 N 21, �' �' 1I I 1 I i o STHp 14RJ I I I I I 31_ 21 2_ I I m I I I I 0 1 19' i i 10 32 -112" -'321" 4a(TYP)I I I ---- — — — — /"c I 28 ' lu 3. 1.1 9 42 '9 DZC N 5THD 14 i:4'2� L "9 l I I 54 I I 4" CONCRETE SLAB i I SLOPE GARAGE SLAB TO A DRAIN OR I I e CONCRETE I I VEHICLE ENTRY DOORWAY. CONTINUOUS 3 PATIO BY _' FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. I 1 D1 OTHERS 1 1 I 1 (15C 4062.4 - GARAGE FLOOR SURFACES) I I I I I I I I 1 1 I 1 I r-- ---------------------------- I I 1 14 ----------- ------ I -------- ---- — -------5THD — e ----—J --L —--- D D D14 NFO 2 7 5 W/ S' STEM AT 7 W/ S' STEM AT 5 [Tv il PORTAL WALL D1 PORTAL WALL DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - CONFIRM DIMENSIONS WITH RU514 PRIOR TO PLACING FOUNDATION \V_Ji'�/ 24 12" 8'-3" 02 I'-5" l�0'-3" 1'-10° 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 MEMBER 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2.5K CAPACITY SNOW OR 4.0K CAPACITY 24 24"x24"x6' W/(2) *4 EACH WAY DESIGNATOR EXAMPLES 5BK CAPACITY Z POST PER PLAN 30 SHEARWALL DESIGNATOR cul Boa HOLDOWN/STRAP 30'x30'x10" W/(4) *4 EACH WAY DESIGNATOR ST1014 ® 5.5K CAPACITY (2)CSI4e C514 DETAIL CALL -OUT POST PER PLAN 1 36 D1 3(o'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 4a'x4a'x12' W/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' WICV *4 EACH WAY 2 I CAPACITY &0'x60'x14' W/(8) *4 EACH WAY 33K CAPACITY -72"x-12"Aro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA35, OR mA5 B U.N.O. a Q e 01 REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOIL'SSIDES # BOTTOM a. G ' LEGEND POINT LOAD KEYJ MEMBER RX FACTORED DEAD 6.0 2.0 SNOW 3.0 STUD/COLUMN DESIGNATOR EXAMPLES b Z SHEARWALL DESIGNATOR cul Boa HOLDOWN/STRAP DESIGNATOR ST1014 NDI�i (2)CSI4e C514 DETAIL CALL -OUT 1 D1 Digitally signed by John Hodge Date: 2023.02.21 13:53:04 1T.0ff BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOHN H. DATE 02.2123 REVIEW zacK c. ANALYST JOE G. SHEET S1 1 OF 7 SHEETS PROJECT NUMBER 230066 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER UTAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230066 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) C6I4 CATEGORY - - 1 OWNER PER OWNER OWNER 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 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. ELEVATION A DO NOT 5CY4LEN/4 11 = V) LEGEND ROOD � A 1"fIN ,4VIT�' �0,4� �N IN�� POINT LOAD IGEI' MEMBER RX FACTORED DL 2.0 6.0 VD SNOW 3.0 SCUD/COLUMN DESIGNATOR ,y+'0X()O ' EXAMPLES `�,�10 SHEARIUALL DESICxNAtOR � �°a 0 HOLDOUJN/STROP DESIGNATOR sTWD14 HDU5 (2JC6I.4 C6I4 DETAIL GALL -OUT - - 1 �;;�� MMM� — L� .-.ter —ter —.r—rr �d.� If w , � . 1 II ji MFIR TFRUn 2 4 I I .-min 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. ELEVATION A DO NOT 5CY4LEN/4 11 = V) LEGEND ROOD � A 1"fIN ,4VIT�' �0,4� �N IN�� POINT LOAD IGEI' MEMBER RX FACTORED DL 2.0 6.0 VD SNOW 3.0 SCUD/COLUMN DESIGNATOR ,y+'0X()O ' EXAMPLES `�,�10 SHEARIUALL DESICxNAtOR � �°a 0 HOLDOUJN/STROP DESIGNATOR sTWD14 HDU5 (2JC6I.4 C6I4 DETAIL GALL -OUT 1 D1 ING K'36 7IRU55 FASTENER SCHEDULE: D3 A35 9 32' cc OR 5DWC 6 9 16' OG. (TYPICAL AT ALL GABLE ENDS) 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 GJ 5T 5U I TE Of=T I ON DO NOT 5CY4LEN/0 11 = V) 5L I IDE IN 0 DO NOT 5CY4LEN/a 11 = 1') OLL n U5 Ff;; E E 5 T,4ND ING DO NOT 5CY4LEN/0 11 = V) rl� - 70L c C 0 fii •L N a) 0 O O ALU �o LLJ 2��Q��o � a 00c o oa f 5tO7Y� f6 a) N V O V C 0 0 N N Q Q 0 (6 ~ a) N U L 0 U C �20 0EMEE ca)cn-0 E� .� �'-0_aoasE2oa t N O> (6 N "o—) a)� N Q a) -0 cua) Q U U '� U_0 a) j, O U) N _0 U Q BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FF ENG. P.E. JOIN N. DATE 02.21.23 REVIEW ZACK C. ANALYST JOE G. SHEET Z OF , SHEETS PROJECT NUMBER 230066 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230066 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 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 PIERCE COUNTY BASEPLAN ELEVATION A B ARI W/(" FvmiAAi- rrcAArir- vIiAii- 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 IN f=LOOfR L TEfR L ENGINEEfRING 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 ME ' DO NOT 5CY4LEN/011 = V) F:fREEEE 5fiNID INS DO NOT SCAL�C Al =1'J UFFEfR f=LOOfR L TEfR L ENGINEEfRING DO NOT 5CALEN/011=1') SHEATH ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE. 5HEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131' 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 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 5THD14/5THD14RJ - 3500* (2) STUDS UJ/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR SW2 A 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. 5/8' ,s 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SU13 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. 1/2 s 11 O.C. 41301685 Su14 1/1(01055 ONE SIDE 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. 6401,5135 SUS 1/1(01055 50TH 51DE5 ad a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' 12' O.C. 112',s 8 O.C. II / 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 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 HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13) IN/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Y1 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS 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 5/8x24 U.N.O. HDU5 - DF MEMBER 5645* 40/20 MIN. U� HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 SPAN RATING MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 15/321,1/21 1 LONG DIMENSIONS PERPENDICULAR TO ROOF HDU14 - W MEM5ER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* 5THD14/5THD14RJ - 3500* (2) STUDS UJ/ (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) ad EACH END N/A N/A HOLDOUJN NOTE5: (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. TfRU551RAFTER5 POINT LOAD IGEI' NOMINAL MEMBER RX FACTORED DEVD Z.O 6.0 40 PSF 1/16' SNOW 3.0 SCUD/COLUMN � DESIGNATOR 130 PSF EXAMPLES 40/20 I15 PSF U� SHEARUJALL DESIGNATOR ml SwI� 1(0" D.C. TfRU55/fRAFTER5 O HOLDOUJN/STRAP SPAN RATING DESIGNATOR STHDI4 THICKNESS 100 PSF t2k;614s C6I4 DETAIL GALL-OUt 15/321,1/21 1 LONG DIMENSIONS PERPENDICULAR TO ROOF D1 1L5032JXU ROOD SHEATHING SCHEDULE 24" O.C. TfRU551RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICKNESS 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. TfRU55/fRAFTER5 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 000 0 Z 0 0 5:W w L cC .y N (n a) .0 N p a �o w �c�Q�� J L L o c c U � a >��ooc�. eno N��_� n f6 N N V O V 0 0 f6 ~ O N U L L U C tQ0v cNNo 0Q 7CO '0 B acEE � O�O � , Q �OU'N NEE cN�N�N�0 �U U -0 �N j,O c cc o a) a cn N -0 U Q -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 02.21.23 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF , SHEETS PROJECT NUMBER 230066 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REhIOVID BY T44E JURISDICTION EXTENT OF HEADER j WATER NEATER DOU5LE PORTAL FRAME (TWO BRACED PANELS) (D FOR SMEAR MIN. 3"x11i" NET FOR A PANEL SPL ICE (IF SHEATHING PER ROOF EXTENT OF �4ADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE SR�CED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS W1 1/61 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER 2 4" OF MID - NE IGHT ONE ROW OF STRAPS LOCATED 1/3 ,�UJ,��' � ° � ° � � MIN GAP. EDGE CLIPS z � 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� 1NC�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 ' 000000000 j j j °°°°°°°°° SHE,ATHING5RE,AK 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 W ALL � 0 0 0 0 0 0 0 0 0 ° ° ° ° ° ° ° ° ° UJ/ TWO ROWS OF 16D SINKER #� ,� �." FROM TO �� : • ••• � � EXTEND WALL SHEATHING 00 00 00 00 II �� RE5 P .. W 3 NAILS �AT 3 O.C. T�'P. TO TOP OF DOU5LE TOP � 00 o 4 °° 12 O.C. �o VENT FLUTE (BACKSIDE) (5ACKSIDE) .• (BACKSIDE) 11(4)L5T,A18 STRAP (5,ACK5IDE). USE II PLATE Q o0 00 00 00 � ;• •�. 0 0 � 8 STEM UJ,ALL . 0 0 0 0 • 2 00 0 0 0 0 00 LONGER SERIES To EXTEND To REQUIRED 5IMP50N X11 6 EACH TRU55 0 0K 0 0 (/ ( �f./ o C C C C 0 0 0 o o T PONY A I� � ,ANc�IoR SASE To WALL � TOP of Po WALL, PRESENT.� : • o ,AFT O 0 0 O • • R ER ■ ° ° DESIGN VALUES INTERPOLATED . _ � � � . PERPENDICULAR 1CUL,AR TOP o FROM APA TT-10011 T,A5LE 1 - _ .. • • .. .. .. PLATE INTERSECTION U.N.O.UO • X :: :: :: 0 0 FOR NARROW PORTAL WIDTHS � ® (2 )112.S,A 1=0R MULTI PLi� .. .. .. .. .. PLAN VIEW � :: :: :: :: • . • • • • . • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� • .. .. .. .. .. � MFR TRUSSES � 2�" O.C. UJ/ .. .. S .. 8 .. 8 .. �Q �� 2 II • • PLAN 8001= SHEATHING NG = � � � � � � o N �/1� 055 SHEATHING MIN. ~� - ' .. .. .. .. .. • . NAIL L UJ/ ad O.C. FOR `° � � m N ° 0 o •i •i i• i• i• • • • II i 4% N � O .. .. .. .. .. W .. .. .. .. .. sT1ID1 (UN.o oN PL,AN) ' • ' • PANEL EDGES ,AND 12 O.C. � � 8 O N Y X ,0 0 0 0 0 0 0 !� 0 0 0 0 0 0 0 0 • • • IN FIELD Q'— N 0) C L O O 70 o 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 • • • L N N ~- 8' STEM WALL HEADER EXTENDED OVER � °' i6 O O N U i i U C Z. _ —L74 _ _ —_ o REQUIRED S1IE,ARUJ,ALL • . ' • 511E,AT11 ,ALL GABLE ENDS _ = o Q 3111 4 a4 4 P s P a� � o f .C N >, Qv O O N cin v fl. o.v E LL z N c NO•, O,OO t U N L N1U \,a v o e o e e II •• U51NG 5W1 511 ,A WA N c I= c —— a. o ——/8 ,ANC11oRSOLTUJ/� EMBED LE o �, • — a ' SECTION , - A II � II SCHEDULE I I � p IS 0 a) ' N, 0 SCHEDULE Q o v' av �• ay. v 4• �� vo o. tp,oo oo , UJ/ MIN 3 x3 x.229 PLATE WASHER _ o _ � . q• d. 4 e A • cn (6 - O Q - L O O C N ri IBC FIGURA 23OSb52 D5L 50TTOM PLATE 5 ri WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o 4x4 P05T UNO. GUSSET a GIRDER SPLICE. / 1(Od(DW11(od 2x SOLE PLATE TO RIM , P.T. POSTS 1F LE55 T�-I,�N S" FULL DEPTH GUSSET EACH PER 5�-IE�4RUJ,�LL�/�� 1 CUT TOP PLATE OR DROPSIDE\ ScNEDULE �, i � � 12 FROM 501L (10)104. MIN 4X(o POST o N BEAM DO NOT CUT BEAM / S II $ � � .. $ II g ad 'm � o.C. 50TTOM PLATE = N • � 3/� T �G SUBFLOOR ad NAIL j TA 05T CONNECTION., 2 II � � � � o � 2 DOUBLE TOP PLATE LLP,AND GLUE To JOISTS. ® Root= FRAMER PER Root= To 3/� FLOOR SHEATHING o M a o 21 GU55ET ONE 51DE ONLY FRAMING DETAIL ,AN FLOOR TO IM . .. � O.C. � PANEL EDGES ® D L R R • . SIMPSoN ST22 OR 22 �� c51�• WIDTH of POST uJ/ (8)104 2 � u 10 O.C. MELD NAILING. � 3 FLOOR JOIST . UJ/(18)104 OR DROP SEAM UJ/ - - I I ® ROOF 511E,AT111NG PER � -8 POST CONNECTION: 5LOCK ,ALL 5EARING. FACE 2 . Root= 511E�AT111NG 2 RIM To TOP PLATE WITH - � CONTINUOUS TOP PLATE. - GUSSET BOTH SIDES UJ/(10) GRAIN ,AT RIGHT ,ANGLES TO ./ � STRAP MAY SE PLACED ON - - SCHEDULE l(od ,AT 8' O.C. (U N.O.) 1Od NAILS. 45 DEGREE 2X4 JOIST. • SIDE OF TOP PLATE II TOENAIL JOIST TO TOP LATERAL SR,ACE UJ/(�•)l�d SIMPSON EPS, PS, (2),A3 8 — / 1/1� 0.5.5. SHEATHING � • � � PLATE EACH SIDE DE NEW (6) l(od NAILS OR M,A5 W12x 1F #2 STUDS ,AT � • � � 5'-12' POST CONNECTION: . 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 , � -rI � 3/8 MINIMUM EDGE PER 511E,ARUJ�LL � 511ouJN uJ/(5 )1 � d EACH END. DEGREE SHEAR CONE of 3 � 3 / o � SE,AM PER PLAN ,ADD 4X4 5LOCK 5ETWEEN UND I5TUR5ED 501E D 15T,ANCE SCHEDULE • / 4� WI(4)1(od EACH SIDE � � D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES � .: • MID - SPAN 4 STRUCTURAL 1-1/411 RIM OPLATE To STUD uJ/(2) • 1(od Is 1(0' O.C. • S g PLYWOOD FILLER ( � . ° N 2 x STUD (,AS REQUIRED) ° � 3/4T 4G 5U5 FLOOR-) 4� g HEADER PER PLAN - / j j g MULTIPLE STUDS FOR ° POINT LOAD FROM A50VE g / � FLOOR J o 1ST PER PLAN (2) lid NAILS �o � SQUASH BLOCKS DOU5LE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL ' � � INT ,A MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o S SEPARATE FLOOR TO RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •.• ••' • • •(o FLOOR CONNECTION �� JOIST UJIT11 (2) lid CONTINUOUS TO ,AT •. ' ' / P PL E DETAIL 11 3 2 • CONTINUOUS FULL HEIGHT 5EAM ANDHEADER 5U O T D1 = _ �/ 8 � 00 TO � 00 CONN CTION D„ VERT I C,AL 055. 5RE,AK L � L � 0 5ETWEEN TOP PLATES ,AND EXTEND DOWN OVER 2x STUD WALL PER PLAN • o / MUDSILL ' / 2 CONCRETE SL,AS PER PLAN � FOOTING 5LOCK ,ALL PANEL v ' _ g �— EDGES NOT LANDING ON 3 VAPOR 8�4RRIER UA 2x MEMBER PER PLAN (D FOOTING CORNER / • A10 TOP/50TTOM PLATE To j 2x PT uJ/ ANCHOR SoLTS STUDS UJ/ (2) l(od THRU PER 5HEARW ALL SCHEDULE ' •" � � NAILS TiP. (3) 1�d T11RU � FOOTING CORNER FOOT ING 'T' 2 5TEMW ALL CORNER • . #� HORIZONTAL3"-�" OM m • '° a s � NAIL � T � Z � R • .e � � � � L OR 5UJ3, SUJ SUJSII 8 TOP OF STEM ,AND 6 12 O.C. SHEAR WALLS ' � N a dJ ' I' Iva ° d II J I 2 STEM SHOWN X // // //////// r ' 0 30 M IN IM I UM LAP SPLICE 2x PT MUD SILL WITH #� VERTICAL DOWELS 3� 41 II y\\\\\\ II \\\\ lo ANCHOR 50LT5 PER '>�%/%/%/%/%/i I :./%//\�%%. 41 / j : \\ \\ \\ \\ , I \ .\\ O.C. IF COLD JO INT. EXTEND TO 3 OF THE VERTICAL RE5AR NOT � SHEAR WALL T,A5LE j \ .\�� A I I / ' 5110UJN FOR CLARITY / (MIN OF 2 PER PLATE !\\\//\\/\\//\\//� �,� FOOTING 5A5E. EXTEND PERSPECTIVE OVERVIEW �L-000, WITHIN 12 OF ANY II / " \\/ � 14' MIN. INTO STEMUJ,ALL CORNER) MIN FROM �• «-- \i\ \\i / A /\\//\� \//TYP (UN.0) �• EDGE.00 — 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=I i (2) #� CENTERED IN . .. -III—i i i I—II I—� I i—III-1 I I � E EKED 5L,A8 ON GRADE WHERE 2�2 8 FOOTING j2" MIN / a a / SPECIFIED PER PLAN °J a BUILDING II •. D .. • • _ • ° ' FOOTING ,AND ROOF CODE 201a IBC STEM WALL CORNER STEM WALL T •, . • DROP JOISTS UJNERE • D ° • • . j MIN. FOUNDATION D IMEN51 ON DRAINS 1F REQUIRED D SPECIFIED PER PLAN WIND • •• NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH /ol° •, D a ° • SUPPORTED 5Y FOOT ING OF FOOTING OF FOOTING OF STEM g NATIVE UND 1 STUR5ED 501L EXP. 5 91 MPH D • . D 4 a ° 1 FLOOR 12" ( ° ( ° OR STRUCTURAL FILL PER SEISMIC DESIGN ,° A. . , v. 12 / 13 / a 2 FLOOR 5 II SII GEOTECII CATEGORY D 3 FLOOR 1511 Q II Q II a 1 FR05T DEPTH 5Y ROOF SNOW JURISDICTION LOAD 12 8 ISc T,�SLE i80g.1 3 0 25 P5F CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTICN- D1 FOUNDATION WITH SD1 2x STUD WALL PER PLAN ENG. P.E. (I)FLOOR JOIST OR 1 J01IN 1I, LANDING 1 DRIVEWAY APPROACH PER DATE 1 2 3/� TSG SUSFLOOR (UN.O.) 1 ' 1 ; ARCHITECTURAL SHEETS 02.2123 2 2X� LEDGER UJ(2) 104 � 2 �.' :,_ ;. i. 2 FLOOR J015TS PER PLAN REVIEW O.C. i' ,• j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED uJ/fid COOLER 2 G�AR4GE SL,A5 PER PLAN oo I ,AN Z,ACK C. FLOOR GIRDER PER PL • II NAILS s S" O.C. OR TYPE ANALYST • . 5-1/2 MINIMUM MATERIAL � . 51W SCREWS e 16' O.C.� FULL DEPTH BLOCKING JoE G. DIAGONAL 5ETWEEN R15E � � � 3 3 CONTINUOUS RE5AR 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 FL IGHT OF STAIRS :� _ 2 o CRACK CONTROL) � • I � . SUPPORTED ON 3/4 T4G _ �0 2x PT UJ/ ,ANCHOR 5OLT5 11 II II. PER 5HEARWALL SCHEDULE ad NAILED V O.0 ad NAIL 12 O.C. ON ,ALL COMPACTED SAND/GR,4VEL. 2 /� N 2 x '� N N (0 PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT ,AT \\//\\//\\//\\//\\//\\// I I . � � � #� HORIZONTAL 3 -� FROM 8 MELD PANEL EDGES (UN.0) _ � / / / / / / / z - TO OF STEM ,AN 12" O.C. \\\\\\\\\\\\\\\\\\\\\ i �� P E D CONTINUOUS 5UILDING -� ,,�/�N/!��//�//�//�� 2X4 THRUST BLOCK UJ/104/\\/\\/\\/\\ 2 4" STEM SHOWN 40 F7 SHEETS 4 ORIENTATION OF CORNER U,--j �FOOTING PER FOOTING,�\i V O.C. NAIL TO LANDING : -\i \ , I' II g STUD MAY VARY : ; DETAIL �!�\ 11 , I #4 VERTICAL DOWELS 6 3� J015T 8 • / PROJECT NUMBER //\/ I O.C. IF COLD JOINT. EXTEND • T3/4' TSG SUBFLooR ad NAIL e � O.C. ALL \\\/ • 1�--- 230066 o. HOLDOUJN PER PLAN �/ `-- TO 3" OF THE FOOTING 2 .y FRAMING MEMBERS AT .. � 2 • 1 ° 5,A5E. EXTEND 14' MIN. g 2X8 LANDING JOISTS PANEL EDGES 4 12" O.c. I=I� • . I=1 � 1-11-1 � I-1 � 1-1 � 1-1 � I-1 � 11 ,1 � „ INSIDE CORNER 2 ON ,A FRAMING M M 5 p D -III—i i i I-1 I I—i I i—III-1 I I INTO 5TEMWALL (UN.0) A R 10d a0 (0 O.C. RIM TO ALL R G E 5ER \ \/ • NOT ,AT ,AN 5 \/� /�\ \ \ \ \ D 12 FR05T DEPTH Y w 23 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 JURISDICTION 0 L5C ,AT TOP 4 �A3S8 Sd N,A L �' O C (LL (2) CENTERED IN FOOTING -- I • (,j/ MIN. FOUNDATION ON DIMENSION PANEL EDGE5XUN.0) /\\ \\ � NUM5ER OF FLOORS WIDTH THICKNE55 WIDTH 11 NOTCH STRINGER TO REST SECTION i / SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF STEM 11 FOOTING ,AND ROOF � ,� 37886 a � II II II � F�' � �� " STRINGERS SPANNING OVER ON LEDGER � • D • � ' .. • o s T E 1 FLOOR 12 (0 DRAINS IF REQUIRED (o STEPS MUST 5E SUPPORTED II II II �ssio �AG 2 X TREADS WI(3) 10d 2 FLOOR 1 � $ N,AT I VE UNDISTURBED SOIL N A� W14X(o 5E,AM ON 4X4 POSTS, 12 3 v II II II(9) POST TO 18" CONCRETE FOOTING EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER �o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT c 2023 OR STUDUJ,ALL("-1-3O 7 I5C TA5LE 1009.1 4 HODGE ENGINEERING, INC. tWIS ROCU *-W BIAS BEEN DIGITALLY SIGNED PSR 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61DE CORNEIR D1 CONT INI�Ol�S 5TRIF FOOTING AT GARAGE ENTRE D1 FOUNDATION W I TSI FLOOR J O 15T5 D1 uCE WICAT0,0 wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAtE MAY BE REMOVED BY tNE JURISDICtION 26 � 122 f \\ (DMFR GABLE END TRUSS 118 tNE tRUSS DESIGNER'S GABLE SND BRAG14 � � UNR�STRAIN�D �TAININCs UTALL SCHEDULE DETAIL TAKES PRECEDENCE. USE THIS n �,,. MIAIIMI IM i21 /1r`YIT.Ir n _ „ Lu H W T VERTICAL 5 K D DOU�3L TOR PLATE (UN.O. ON PLAN) n gni ic, ��CDT�r- A� 50-00 DETAIL IF THE TRUSS DESIGNER DOES NOT U «r-, I III -ill IWI I TUJ N TRUSSES OR PROVIDE A GA5LE END 5R4CE DETAIL RAFTERS, NAIL ROOD SHEATHING TO 5LOCKINC� 4-rnkrr�k�i U FACE OF FOOTING 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ,ARE THE RESRONSI5ILITY OF THE 5UILDER 2 TOR OF SLOPE AND CIVIL/GEOTECHNICAL ENGINEER. to z 0 0' s' g' #4 -9 12' OC ��' 3' 4' r_ r r r �- r r r 61 s s 12 � iO oc 9 4 S'1"-10' S" 12" a 9' OC 6'-3' 14" 1-3/41 8' WALL 1r�RtIGAL At 1-3/�' SROM FACS v � r `. U1/ tsc� U.C.I. to � S�4�AtI�INCx OVER CxABL� O N/3 BUt NEED NOT > FRAMING O l6) Imd NAfLS UNLESS A CxEOtECNNIC,4L REPORT IS PROVIDED t0 EXCEED gym' MAX � LL CONCRETE lf'cJ = 2500 psi O�ORIZONTAL R�BAR � NODGE ENGINEERING THE BEARING SOILS ARE ,465UMED REBAR lFKIL = 6O Icst *�. �g,qR ,dt 1�D'oc a e O I/4'x6' SDS SCREW AT 16" O 70 BE 1500 PSS OR 2000 PSF. WHEN PROVIDED FOLLOW 0 PASSIVE = 250 pcf O.0 TOP PLATS TO TRUSS O 2x6 DIAGONAL ALL DIRECTION OF TNS C��OTECNNICAL R�POR7. O�' t0� OF SLOPE � ACTIVE SOIL = 35 cf p SOIL BEaRIr� = 15 m psf 2 MBAR SPLICE 3�D' FOR "4 BOttOM CORD 0 o BR4CINCx SPACED 6 12" REBAR, 38' FOR $5 REBAR , , o � O.C. ATTACHED lU/ (3) O N/2 BUT NEED NOT z � 16d NAILS EXCEED 15' MAX WITH FOOTING REAR � � � O tOENAIL TRUSS t0 TOP Q � D (&'-10'WALL V�RtICALS O*�' HEEL MBAR a 12" O.C, PLATE lUlt�l (U Sd At 16" O SIMPSON GBC j O FACE OF STRUCTURE � ON CENTER � 2 I (INSTALLED IN PAIRS) � I-3/�' FROM SOIL �AC�) O gACIC�ILL WITH 12" MINIMUM FREE O O WCxAlm OR A35 At 32' O.C. DOUBLE TOP PLATE (L j DRAINING SOILS. 12' OF DRAIN � ALTERNATIVE t0 NOTE 4 0 O � SILL UJ/FILTER FABRIC Z O 2 �✓' Kai (NOT REQUIRED IF SLAB SDS SCREWS 3 O C�ABLE END TRUSS �0 5 � � �. O PRESENT A7 F0071NCx) NOTES v �0 2x� BOT70M CHORD o INSTALL SGREIUS UPWARD • OFOOTING 12 MIN BLOW GRADE. tNROUC�N TOP PLANS INTO � � TRUSS BR4CINCx 8 � `` � a BELOIU GRADE IS NOT � � CENTER OF BOttOM tRUSS = - � ~ U ¢ N ° � N REQUIRED I� SLAB PRESENT CHORD. � MINIMUM � �S' O.C. ALONG 3 � � Q �, � m � � o m � o o, oa e .' WALL B�LOIU. ATTACH t0 � N � � � � � o N � m 3 0 m m"._ � FOOTING REBAR 4 � lf�' O.C. rJ' lU/ C2) 16d NAILS , N � � � � � a) o� � ,, _ o y � � 3 FOOTING t0 BEAR ON O �17H 3' COVER -BRAG TRUSSES PER SCSI. � � o c �, N � m FIRM UNDISTURBED �, CONSULT TRUSS MANUFACTURER �✓ � � � z � N = � _ � � �' Q N �d-p N t d U l6 '' C C� _r - NATIVE SOIL OR O KE1'IUAI' REBAR TO MATCH � FOR BRACING REQUIREMENTS. a £ O � = m N � a E� ��3��0C16`� B ENGINEERED SILL VERTICAL R�BAR SPACIN � m -0o � Q - iBc 10012.2 26 22 18 isc FIG 100s.1.1 14 UNIREFIRAINELD CONCRETE WALL - 40 PSS SURCHARGE - 201a IBC D2 GA5LE ENE) TO 5HEAR WALL ATTACHMENT D2 C�,48L� SND 8�,4C� D2 FOUND�4TION CLE,4i�,4NC� SROM SLO��S q2,) I SWEAR WALL NAILING PER is � 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 0 �.' O.C, �1 (8) 16d NAILS STACzCxER�D O FLOOR JOIST PER PLAN CN AUJAI' FROM THE 5TRUCTURE TO ACHIEVE SURFACE DRAINAGE. 5U55URFACE DRAINS A7 OR0 1 At EACH SIDS OF TOP ; M0 BELOU1 THE FOOtINCx/SL,4B ELEVATION ARE t0 BE USED FOR ANY BASEMENT OR RETAINING a O STRAP WHEN SPECIFIED `�' M/N �� o PLATS SPLICE. 3 �Z DIAPHRAGM OPENING WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARS 70 CONSIST 0F RIGID PERFORATED, 4PVC PIPE R p U SURROUNDED Bl' WA5HEE) PEA -GRAVEL Ofi� GRANULAR SILL WITH LASS 7N,4N 5ro � DOUBLE RIM JOIST ��r PER PLAN SINES. PLACE ` � � REQUIRED FOR SlU2 OR 2 � � CF O (3) 16d NAILS STAGGERED A NONWOVEN -CxEOtEXtILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE GREATER SWEARIUALLS At EACH SIDS OF BOttOM 0 I(0" OF 5LocKluG u11 3(o' REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACEATTACWO � O 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 6 16' oc INTO O SNEAtNING PER PLAN on BACKFILL AND EXTEND5 OVER THE TOP OF THE DRAINAGE ZONE. PLAN lU/ (2) 10d a EACH 1 � StUDS BAS � tN� LEVEL O� THE PER�ORAtIONS IN THE PIPE ARE t0 B� AT tN� BOTTOM OF tN� FOOtINCxS 3 � .•� i O FLOOR JOIST PER PLAN - 2 U(o O SIMPSON 36�� CSI MAY BE O OZ O B�AM/DB� JOIST PER PLAN AND THE DRAINS ARE TO BE CONSTRUCTED WITH 5UFFICIENT GRADIENT 70 ALLOW GRAVITY� O NAIL SUB�LOOR t0 ._ USED IN LIEU OF NAILING AS AROUND OPENING (TYPICAL � D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE FEIRFORATION5 ARE t0 BE LOCATED ON THEg BLOCKINCx W/ Sd 6 6" oc CD�IRATED.(NOT 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 PE. 5Du1c FLOOR SPLICE IS INDICATED. JOISt t0 DBL TOP ROOF AND SURFACE RUNOFF ARS N07 70 BE DISCNARC�ED INTO THE FOOTING DRAIN 5Y5TEM 11 DT72Z A7 CANTILEVERED WALL ENDS WHENPLAtE/SEAM. (4 SDIUC AND SHOULD5E HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM. SPECIFIED lUN.TOTAL) WHEN NOLDOUIN 27 O.) SPECIFIED 23 ri rl 5 J CONCRETE WALL DRAINAGE D2 CANTILEVEREID SHEAR WALL D2 PLATE 5FLICE D2 LARGE DIAPHRAGM OPENING DZ Q 4A �-- 20 (:D WALL FRAMING TENT 00 ON A OONY WALL 70 �LL FLOOR B V� OOFOOTING SIZE ,4ND j 3x MEMBER A7 ADJOININCa O O LL� Q � �Ln j 1U17N AN MSTC��. � I/2 MIN FROM CORNER RE5AR SCHEDULE / � / � / PANEL EDGES FOR 5lU21 CENTER STRAP ON Q Lu SER ALAN � SlU3 AND SIU SHEAR WALL JOISTS AS SHOWN � � 2 SECTION lU/ 3X STUD SECTION W/ l2nX STUD SECTION lU/ 2X STUD o °, O (I) �4 REBAR MAY BE (SlUl ONLY) O SlU2 SHEAR WALL Sd NAIL: � O WHERE FOOTING SECTION o 0 6 FOUNDATION REBAR OR O COST OR SCUDS 4' EDGE - 12' FIELDSFCT/pN . I 'A' IS MORE THAN 8' o 0 0 0 0 POSt TENSION PE R PL �4N �. SO SWEAR WALL Sd NAIL: 3 4PROvID� � CSI6 EACH � 5 O3 � 3' EDGE - 12' FIELD SIDE OF SPLICE W/8 -16d °o (4) 2�' MIN EALENGTH SU SWEAR WALL SD NAIL: MON NAILS ooBN , ,FOOT INCPAD CAN °° _0 o DC - D J � BE PLACED 5ELOW � ��p� a .. � TOP PLATE SPLICE LINE � o e o o O NOTE: NOLDOIUNS At 111(o� IF � ' B SHEATHING � o oo � O CORNER ARE SP ACEDTNS CONTINUOUS 2 (2)2X PLATE I/2�FROM EDGE. QSOOTINC, Lu ° O 02x MEMBER FOR SHEAR PREFERRED O NOLDOUN 'ER PLAN o WALLS MID PANEL (FIELD) 2 � Ul PONY WALL SHEATHING � 0 0 CLEAR SPAN 11' MAXIMUM. � �\,�` O SWEAR lU,4LL PER PLAN _ (p FOR TYPE RJ NOLDOIUN �° � SNE,4R NAILING TO MATCH � � � � � � %' �D' FOR NON RJ NOLDOIUNS 'P � � a a �/� UJA�� ABOVE 1 w . (2) 2X MAY BE USED IN � � � �°' � � � � 8 6' MAXIMUM PONT' WALL � � ', . ; '• . 2 BUILDING • PLACE OF 3X PER SWEAR � a . � � a O _ O COMPRESSION BLOCKING CODE 2018 IBC WALL NOTES IDU NOLDOl1JN SIU( SWEARPANEL � ,, . O (WHEN SPECIFIED) O (2) Sd NAILS � 8' O.G. OR WIND 1 FOR COMPARISON �� 16d 6 16' O.C. 131EXP. B � MPH 6W2/ 6W31 OR 6W40 � ° � � � a . � 12 MSN � SCUD PUCK OR POSt PER D I BDR DRSEISMIC DESIGN SHEAR PANEL II ':, S�^, TM PLAN UILETO DETERMINE � . $ .. � , � . CATEGORY D .:.- STPD STI�D�J IF StND OR StND/RJ IS ROOF show ZS 2 APPROPRIATE. 16 LOAD 25 PSS WIDENEED FOOTING (OPTION) D2 &W21 61131 6114 5HEAIR WALL NAILING D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED DZ) 2J 25 O DEEPER BEAM 21 �r� ENG. P.E. JOIN N. O SMALLER BEAM 40' MINIMUM LENGTH � 4 DATE 02.21.23 I NOTCH DEEPER BEAM FOR - - ' - - - '� O FLOOR TRUSS SIZE E REVIEW O SMALLER BEAM SEATING. 2 O 2x STUD WALL 2 (NOT REQUIRED FOR ZACK C. (oSPACINCs P�� PLAN ANALYST BOttOM FLUSN BEAM) 2 DOUBLE TOP PLATE �� G. (:D TRUSS PER PLAN � IF SMALLER BEAM IS O OZ NAIL MFR SOX tRUSS 70 DBL TOP PLATE W1 Sd 6 6' SHEET 3 NARROWER -SHIM OUT t0 O (2) C514 STRAP TICS MIN 40" O.C. (UN.O.) m EQUAL WIDTH OF WIDER 2 LENGTHO O SNEATNINCs PSR SHEAR � ° ° BEAM At THE CONNECTION 3 � 3)INTERIOR SHEAR WALL SCHEDULE . • . O 'SIMPSON' CCQ SERIES OO BLOCK 2 SCUD BAiS W1 2x oo� 3 1/16' OSB NAILED UJ/ COLUMN CAP ISIZ� t0 SUIt NAILING 4 SHEATHING PER O Imd NAILS At 6" O.C. LARGER BEAM WIDt�4� PLAN. 5 OF , SHEETS � 3 O EXTERIOR SN�ATHINC�, NAIL *'51MP50N" NST3 PLA7ES PSR PLAN j 2O 2x4 V�RTIC,4L SUPPORTS 0 o (4) NAIL N�L00�� oC70PROJECT NUMBER W1 l5EACH SIDE OF BEAM lUll6) BLOCKI W1 6 ) Sd NAILS INTO TOP 230066 � AND BOttOM CHORD. 5/8' tNROUCxN BOLTS. � O 0 (U.N.0) (BOtW SIDES OF TRUSS) CENTER SCRAPS ON 5 5SMALLER Et ¢8' � �'�W ARO 3 2 O NI CLIP A7 EACH TRUSS , 2 NAILED EACH SIDE (OPTION) � I CHAP BEtUEEN ROOFOSHEATHING SHEATHINGAND 70P OF 3 O I� PERPENDICULAR JOISTS WANG OFF BEAM INSTAL � LATERAL BR,4CI1�Cx � � ,� 378 6 0 � ALLOWED FOR, SIMPSON NUF7 NANC�ERS `o,�. s-rE��' ��`�' VENTILATION FOR STANDARD JOISTS 4 F � '�4USTF" HANGERS FOR MULTI SS/ONALEN JOIStS OVER "N6t3' 29 SCRAP tYP UNO. 25 21 oo � '� u��17 g�R� INC. DIGITALLY SIGNED MR CANTILEVEREE) TRUSS LATERAL 5RACING D2 CHANGE5 IN 5EAM SIZES D2 C�I,4NC�� IN TOi� �L�4TE NEIC�NTS D2 INTERIOR 5HEARWALL TO PERPENDICULAR FLOOR TRUSS A50VE D2 ��,-��,W'T�A,��$ CERTIFICATE. ,� 42 38) 34 30 EXTEND SHEATHING TO (1) 3/4' t4G PLYWOOD�. O SIMPSON p7T2Z DECK O LOWER TRUSS BOTTOM SUBFLOOR HANGERS UJ/ 1/2' NDG ALL CHORD � 1 THREADED RODS Z O SHEAR WALL NAILING PER O FLOOR JOIST PER PLAN. O ATTACH ALL ADJACENt � PLAN WEB, STIFFENERS REQUIRED O TRUSS CHORDS WITH > AT O O FLUSH DOUBLE 2x J0I672Q O FOR MFR FLR JST (3)1/4'x3" SDS SCREWS w OR MSR DOUBLE JOIST APPLICATION WITH USB STIFFENERS OR f S BEAM PER PLAN O DECK JOISTS PSR PLAN , 3 BLOCKING BEHIND O SHEATHING CUT FOR PARALLEL FLOOR JOIST FLOOR JOIST PER PLAN O FLOOR SHEATHING NAILING 2 FLASHING w StUD/POSt PER SHEARPARALLEL JOIST: 6' cc. Q O WALL SCHEDULE PERPENDICULAR J0I67:3'oc � • O M5tC4853 (WHEN O DOUBLE BLOCKING SPECIFIED ON PLAN) REQUIRED FOR Z (2)C614 OPTION 2 4 PERPENDICULAR � INSTALLATION UJ/ 1/'x2 -I/2' Tl36' MIN LENGTH, WRAPP SDS SCREWS AROUND BEAM) g O TOE NAIL BLOCKING TO �' m = _ � o 700 O 18' MIN TO STUD WALL O PLATE UJ/ (2) 16d NAILS � - � � � ¢ � � N U (o � (C514 OPTION � �N� �� Co W o �J �J / " ON syn- Q Wmm--ocm'-w o 0 c `o ' O NAIL SHEATHING TO BEAM. ExterD a,acK 2 joist Bays DONOT BREAK ;,;� p m�N��,�£�_ SHEATHING }� }� /� y, }�'� = y� ` � o T = �PERPENDICULAR FLOOR JOIST � � � Q z dN�l6 � Cf N�NO� ��VFI �1� �� }O��V 1�f1 `{1� � 3011 A50VE GRADE Q £ 0 � c rn �n aria £ 16 a> EXAMPLE RESID�NGE E Q v v � v v u�i m �, o 42 38r34 3 0 � 3�cU��N ul m -o $ a -o D3 SHEAR WALL AT 5EAM D3 LATERAL DECK CONNECTION D3 EXTEND 5HEATHING TO TRUSS BOTTOM CHORD D3 O SHEAR lU,4LL PER PLAN 43 39 35 31 � N 2 2x� PRESSURE BLOCK W Q 3 2 � MINIMUM OF (4) Dtt1Z OR (D6lMPSON DttIZ DECK 2 UJ/ (2) 1md TOS NAILED $ (2) Dtt2Z PER DECK TENSION TIE PER IRC 5012.4 EACH END = �CN O l6) 013x I-1/2' SIMPSON SD O2x BOTTOM PLATE PER 0 � SCREWS (SHOWN) OR SHEARUJALL SCHEDULE � (S) m.148' x 1-I/2' NAILS UJ/ 1 6 d 4' O.C. U (oDECK JOIStS PER PLAN � O3/�" t�C� FLOORING _� O 3/8' SIMPSON NDCx LAC: �� O tRUSS/R,4�tER PER PLAN SCREW WITH NDG lU,45NER OR SDIUN TIMBER -NIX *HI EACH TRUSS (UN.O.) NDC SCREW (SHOWN) INTO O1/16" OSB UJ/ad 611O.C. PANEL EDGES 12'O.C. -� COP PLAN, SCUDS, OR � e FIELD OR CxUJB W1NEADER � S HANGER PER R TRUSS � O FLOOR JOIST PER PLAN O FLASHING BY OTHERS - O2x6 BLOCKING W/2 � SHOWN FOR REFERENCE PSA � O.C. TO TOP � 3" MIN. THREAD� ONLY V5EAM/RIM JOIST PER JOISt HANGER AND PLAN. EXTEND PENETRATION LEDGER ATTACHMENT g SHEATHING OVER FACE PER PLAN / OR 2X1O BLOCKING OPTION OF (ll DTT2Z IN I BETWEEN CONTINUOUS LIEU OF (2) Dtt1Z SCUDS 2x6 PRESSURE BLOCKNOS EC�UfRED FO DECi<5 UNDE3011,45OVE GRADE lU/ (2) lmd STAGGERED 43 39 GC 2021 IUIOOD CONSTRUCTION CONNECTORS), PAGE 195 35 AT & 11 o.c. 31 J D3 D3 LATERAL DECK CONNECTION - LDTTIZ D3 JACK TRUSS 5HEAR TFRANFER D3)Q � 44 �O 36 O FASTENER PER PLAN O SCUD TO MATCH GIRDER PLl' (UN.O11, 41 O (2) 2x4 LAMINATIONS UJ/ (1) o ON ENGINEERING SHEETS) ROW OF STAGGERED Imd Q UA = C� N � ALLOWABLE UPLIFTS N N COMMON WIRE NAILS a 12 cc oD FASTENERS I#/SPS `V N O (2) 2x6 LAMINATIONS UJ/ (2) • SDUJC SCREW 485 ROW OF STAGGERED 10d ;• ^ NI 425 _ � mo COMMON WIRD NAILS 6 6'oc ;N53N SD o �N 0...o J Nlm,4 115 �LGT2 (2)PLY 1620� o� Q H10A-2 gam - 2' ��2'r 3 l3) 2x� LAMINATIONS LU/ (I) Ln Ln SIMPSON LCxt2 SIMPSON MGTW1 HDU LCx73-5D525 (3)PLY2505 ROW OF STAGGERED 30d � \ G - D 3 Y 2920 COMMON WIRE NAILS 6 16'0 MGt (2/'PLY 3300 � 1-I EACH SIDS (I)VCxtR/L (2)PLY 1600_(4)(3) 2x6 LAMINATIONS W1 (2) l2NC�7R/L (2)PLY 3990 � (I)VCxt (2)PLY 3555 2-1/211 ROWS OF STAGGERED 30d l2NCxT (2)PLY 5110 1_1/211 � COMMON WIRE NAILS 8'oc 2 Cx (3)PLY 6 00 EACH SIDS BUILDING ' NCxt-212/''Li 685 0�-��2CODE 201a 15C HGT-313JPLi 9035 WIND Y 13250 , EXP. B 91 MPH *VALUES aasm ON SIMPSM STRONG TIE FASTENER 2 SEISMIC DESIGN SCHEDULE. BUILDER TO FOLLOW ALL MANUFACTURER RECdlIRS*84iS FOR FASTER INSTALLATION. 3 CATEGORY D SIMPSON VCx7 DOUBLE INSTALLATION SIMPSON VGTR/L ROOF SNOW 44 4L UJ/ (2) HDU4 UJ/ NDU4 36MER4 32 LOAD 2� PSS NDS 633 FYdlfs£ 6C D3 D3 TRUSS UPLIFT CONNECTORS '\R3 NAILING SCHEDULE AOR BUILT-UP COLUMN D3 45 41 J / 33 $d �ENG. P.E. JOIN N. 16d DATE 02.21.23 '4 O MANUFACTURED ROOF OO REVIEW • TRUSS U11tN ENERGY PEEL ZACK C. (IF PRESENT) $ O 2X SOLS PLAN t0 RIM ANALYST O O O SHEAR WALL NAILING PER O � W/16d � 6' O.C. U.N.O. JOE G. PLAN OCx t4t0 RIM: SHEET .................... ad a 6' O.C. O 1/16' OSB OR SMART SIDE 2 O 2X OR MFR FLOOR JOIST PANEL BLOCKING lU/ ad a 6' cc INTO DOUBLE COP O RIM t0 MUD SILL lU/16d PLACE 4 COP CHORD BIRD � a 4" O.C. U.N.O. PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK O� ROOF SHEATHING PER PLAN OO OO OO ANCHOR BOLT PER PLAN 6 OF , SHEETS W1 ad Q 6' cc INTO BIRD �`:.: O PROJECT NUMBER SHEATHING TO �. BLOCK BLOCKING. .� ~t�,.:: ; � � O SEE SNE,4R UJALLUD 230066 � SCHEDULE u O61MP50N NI CLIP. TYPICAL O (3) SDS 1/4'x3-1/2' SCREWS A{�0 Q fl- At ALL tRUSS BOttOM �p STAGGERED 6 16' O.C. 23 CHORD t0 DOUBLE COP � �oF �. I . � INTO STRUCTURAL 2x PLACE INTERSECTIONS OR I-3/4" RIM � Z SOFFIT MATERIAL OS CONCRETE FOUNDATION 37 l I� PRESENT) � �-AoFG s 8 (o 2 O O DECK JOIStS PER PLAN �a FSsioNALENG SEE SNEARIUALL TABLE � 3/4" T4 G FLOORING ("�45r4l tRUSS SECTION("37FOR ADDITIONAL NAILING 33 HO DGE � I� uE�R�� INC. DIGITALLY SIGNED MR D3 D3 fi�,41S�p ��L TO 5��1�R UJ�4LL CONNECTION D3 DECK L�DC�� CONNECTION D3 ��,-��W'T�A,��$ CERTIFICATE. ,� 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED I N ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES 1 ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC -- SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 M411191" HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0.200 SIEVE = 2/3 MAX. PASSING U.S. N0.400 SIEVE 4, CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 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. 2-1/2 MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS 4 BOISE CASCADE RATIO FLYASH (PCY) SIZE (IN) AND WEB FILLER (1) MATERIAL 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 END NAIL 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/RITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS-JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC AND WEB FILLER 2x TIMBERSTRAND 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (3)16d Fb=2250 PSI 2X, & 4X (FIR) ACQ, CBA, CA 2x SCL FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE E=1300 KSI POSTS & LEDGERS E=1500 KSI 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) Fv=400 PSI 6X OR GLULAM Fv=275 PSI END NAIL (2)16d (CEDAR) 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G -P -LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI (NOT AT BRACED WALL PANELS) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI AT INTERSECTING WALL CORNERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI (2" TO 2" HEADER) 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2 -PLY G -P -LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI AT END JOINTS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST (NOT AT BRACED PANEL) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI BAND JOIST AT BRACED PANEL 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI TOP PLATES, LAPS AT CORNERS AND E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI JOIST TO STILL, TOP PLATE OR Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM JOIST/BAND JOIST OR BLOCKING 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 2" SUBFLOOR TO JOIST OR GIRDER Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI 2 LUMBER LAYERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST JOIST TO BAND/RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 W PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) 16d @ 6" O.C. AND WEB FILLER CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3)10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3)10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8)16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (M IN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2) 16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2)16d TOP OR BOTTOM PLATE STUD END NAIL (2)16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER RIM JOIST/BAND JOIST OR BLOCKING TO TOP PLATE/SILL/FRAMING BELOW TOENAIL 8d @ 6" O.C. 2" SUBFLOOR TO JOIST OR GIRDER FACE NAIL (2)16d 2" PLANKS FACE NAIL, EACH BEARING (2)16d (PLANK & BEAM - FLOOR & ROOF) BUILT-UP GIRDERS AND BEAMS FACE NAIL AT TOP AND BOTTOM 20d @ 32" O.C. 2 LUMBER LAYERS STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS JOIST TO BAND/RIM JOIST END NAIL (3)16d BRIDGING/BLOCKING TO TOENAIL, EACH END (2) 8d JOIST, RAFTER OR TRUSS CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE ADDRESSED ON THIS ENGINEERING. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IBC 2303.4.1.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. L 0 _ Sao w 13Q �° ) vi v fii •L N .O O cLU �� LJ.I ��Q�>to i6 J L i L c 0 C c V �;�� a ;