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MM 12 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230065 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA SIMP5ON 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) 551x30' U.N.O. CATEGORY OF (2) DTT1Z POST PER PLAN OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x6 MIN. RESPONSE S1 RESPONSE SS 19 18 25 PSF 97 MPH B D D II <15% NONE NONE 1211 0.4659 1.2869 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ELEVATION A ENSURE VENT5 ARE NOT AT HOLDOWN OR POINT LOAD LOCATION5 (TYP) 3/4" T4G UNBLOCKED PLYWOOD OR 055 GLUED AND NAILED W/Sd e 6"AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES (5DPW5 TABLE 42C) 50U,45H BLOCKING O STUDS) FOR POINT LOAD FROM ABOVE O SQUASH 5LOCK(6) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. STEP F=OLLOWING GRADE RETAINING WALL DETAIL5 FOR 5TEM WALLS OVER 48' U.N.o. 34 35 D3 D3 3 r N 42 e 5THD 14 m W/S" STEM _ PORTAL WALL DIMENSIONS PROVIDED BY RUSH RE5IDENTIAL - CONF=IRM DIMEN51ON5 WITH 1;RU5H PRIOR TO PLACING F=OUNDATION HOLDOWN NOTES: lU INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 5IMP60N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-51MR50M ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) DECK MAY BE SHORTENED WITHOUT ADVERSELY AFFECTING ENGINEERED MEMBERS HOLDOWN SCHEDULE SIMP5ON PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* �A(-- HDU5 - HF MEMBER 4340* N/A (14)-6DS/t/4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" OPTION OF MIN U HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 2l2' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* (1) 1)TT2Z IN LIEUo ' MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-SD5Y4'x22- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 9335* OF (2) DTT1Z POST PER PLAN ,'ti HDU14 - HF MEMBER 9260* N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 55160' URO. HDU14 - DF MEMBER 14445* 19 18 24 eti N 5THD14/5THD14RJ - 3500* (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900* PER MFR N/A N/A MSTC6653 - 4490* PER MFR N/A N/A C514 - 2490* (18) 8d EACH END N/A N/A HUC48 I4'-0' ,�/ HUC48 11 esti 10'-$2' DO NOT 5C-,4LE(1/4" =1' ) 2J 5THD14RJ 0 4% 48" MAX STEM WALL HEIGHT o■ FOOTING PAD SCHEDULE FOR b� POSITIVE POST TO FOOTING CONNECTION � 24lo4x10 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN T24 PT HF*2 MS �A(-- x10 PT HF#2 MS 24 24°x24"x6' W/(2) *4 EACH WAY DESIGNATOR ,y+bEXAMPLES`�vo 5BK CAPACITY OPTION OF POST PER PLAN U 30 �I°a OPTION OF POLDOWN/STRAP (1) 1)TT2Z IN LIEUo ' 30'x30'x10" W/(4) *4 EACH WAY ® HDU5 5.5K CAPACITY (1) DTT2Z IN LIEU DETAIL GALL -OUT OF (2) DTT1Z POST PER PLAN ,'ti M4 ti �'� OF (2) DTT1Z ® 19 18 24 eti N 24 e 24 eti 18 19 42"x42'x12' WK5) *4 EACH WAY 16SK CAPACITY 4x10 PT HF#2 -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY D2 D2 O " � r 54'x54'x13' UJ/(7) *4 EACH WAY 21K CAPACITY D2 D2 O 33K CAPACITY M� M� POST PER PLAN 14 32 TO FOOTING W/ — S2MA3BB 5, OR M1 5 5THD 14 5THD 14RJ � D2 e REBAR 5THD 14RJ FOOTING SCHEDULE '� D3 40'-0' 5THD 14RJ STN 14RJ 5THD 14RJ 3. 36 — — R3 1.5 .4 5 . 1Il U3 2.1 38 U3 2 5 U4 2.2 1.1 p Js — I 2.5 — — —------------------------------------- 4 .1 -- --- I 12 I D1 I I 2 I -10' �'-12' 5'_12' S _I2 5'_12° 5'_12' 5'_12' I 5'-12° 211 14 24 24 24 ti) 24 24 24 24 I 4x10 DF#2 RESTRAINT AT GRAWLBLOCKING 5EAGE8 J015T END 4 EACH D1 INTERMEDIATE SUPPORT (5E15MIC ZONE D R5021) 13'-42' 21_0' 4'-42' 4'-6" 4'-6' 4'-12' 4'-11' 21 I 30 24 36 24 42 24 24 6-i L------------------- 4- U13 U6 e .8 , 46 6 f ----------------- 12 DF#22.9 5 36 M3 � b 5THD 14RJ 5THD 14RJ i i b yKIdd? IL--------- � O ci x I M2 b 5 5 cI 44 d"b b ,74 Q) fY `•► I I I +be�°ly+ o4' I I � 10' S'-6' -6' S'-6' I I I MI I I4 I I � 4 24 4 24 10 TYP)DNO I r I 24 N I I 4' CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR 1'-41' 13'-12' j VEHICLE ENTRY DOORWAY. CONTINUOUS I Ilo I FOOTING W/ (2) #4 RE15AR AT DOOR OPENINGS. �; I ��' �'- �'-0' S'-6' 21a ' 24 24 24 (IBC 4063.3 - GARAGE F=LOOR SURF=ACES) � 4 4x10 DK � I I eiT— ery+b ,K I 48 I I I 42 +b b Q¢ -�✓2' 36 o o �gJ�>, 6 l }6 4 3 --- 30 D3 --- DZ 1 aa3, _ 2.3 — — — — — — — — — — — — — — — — I n WP 44 ------------- -------------J I I HDU5 ----- --------- ----- HDU5 HDU5 36 — — ------------------------- — CONCRETE PATIO BY 5 5THD 14 7 524 5THD 14 2 oTHERs 1'-101' 16'-3' R.O. / - _ e�'ti b+�"�e� 19'-0' d'' -0 b+e '-0 12'-5' 20'-0' b+ 6'-1' 40'-0' 7r 7 DO NOT 5C-,4LE(1/4" =1' ) 2J 5THD14RJ 0 4% 48" MAX STEM WALL HEIGHT o■ 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 2BK CAPACITY SNOW OR 4.0K CAPACITY 24 24°x24"x6' W/(2) *4 EACH WAY DESIGNATOR ,y+bEXAMPLES`�vo 5BK CAPACITY POST PER PLAN U 30 �I°a �0 POLDOWN/STRAP W 30'x30'x10" W/(4) *4 EACH WAY ® HDU5 5.5K CAPACITY C514 DETAIL GALL -OUT POST PER PLAN 36 36'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'x12' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY 21K CAPACITY O " � r 54'x54'x13' UJ/(7) *4 EACH WAY 21K CAPACITY 8) *4 EACH WAY O 33K CAPACITY -72"x-72'Aro" W101) *4 EACH WAY 41K CAPACITY POST PER PLAN o POSITIVE POST TO FOOTING W/ — S2MA3BB 5, OR M1 5 U.N.O. A Q e REBAR MAT PER ' FOOTING SCHEDULE 3' FROM SOIL'SSIDES 4 BOTTOM LEGEND z POINT LOAD KEY MEMBER RX DEAD FACTORED 1.0 0 6.0 SNOW 3.0 STUD/COLUMN Azple DESIGNATOR ,y+bEXAMPLES`�vo U SPEARWALL DESIGNATOR �I°a �0 POLDOWN/STRAP W DESIGNATOR sTN014 HDU5 (21,5149 C514 DETAIL GALL -OUT 1 D1 55 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP 11-11 ii I lfflwwmll�— Digitally signed by John Hodge Date: 2023.02.21 12:51:16 -08'00' rZ z O < cf) LL W z W H a D O " � r O O Z — BUILDING CODE 2010150 WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF r JOHN H. 02.2123 REVIEW ZACK C. ANALYST JOE G. SHEET S1 1 OF 8 SHEETS PROJECT NUMBER 230065 COPYRIGHT ©2023 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLY SIGNED PER UTAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE THE CERTIFICATE MAY 5E REMOVED BY THE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230065 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA 24" O.C. TRU55/R,4FTER& 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 DFtAIL CALL-OUt CATEGORY 1 32/16 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ELEVATION A EXTEND HEADER OVER PORTAL FRAME PER DETAIL 50I NAIL 5HEATHING TO ALL FRAMING MEMBERS U51NG Sd W/ 3' GRID PATTERN. INSTALL 5IMP50N L5TA 5TRAF a BACKSIDE (2) ROWS 1(od SINKER 6 3'O.G. STRUCTURAL RIM BY MFR DETAIL 5/DI ELEV TION 11 /"�� \ 11 FF.A1�fIN �"R ,4VITi' �0,4. DO NOT 5GY4LEN/4 11 = V) DO NOT 5CY4LEN/0 11 = 1' CR� OR& 4x8 DM 48 DF02 kFl-� __ - I --i I MC) FfREE 5TAN[D ING TU5 01=T ION ELEVATION 11,411 LEGEND 24" O.C. TRU55/R,4FTER& POINT LOAD IGEI' NOMINAL MEMBER RX FACTORED DLIV 1.0 6.0 40 PSF 2.0 SNOW 3.0 SCUD/COLUMN d' DESICsNAtOR ,y+"zel(�)P 130 PSF EXAMPLES ��� 0 o 40/20 175 PSF SHEARIUALL DESICxNAtOR °a7 ROOF SHEATHING SCHEDULE 0 HOLDOUJN/SCRAP NOMINAL DESIGNATOR 5rtWD14 (UP t0) THICKNESS NDU5 11r,6l-0e 0514 DFtAIL CALL-OUt 180 PSF 1 32/16 D1 JOISt WITH EDGE SUPPORT. HEEL TRUSS IF REQ'D 00f= f=fR t"IINC:r VIT:""' L0ID ENGINEEfRING DO NOT 5GALEN/4 11 = V) ROOF 5HEATHING 5CHELDULE 24" O.C. TRU55/R,4FTER& SNOW LOAD NOMINAL c�AN RATING (UP t0) tNICiWESS 40 PSF 1/16' 24/I6 10 PSF 15/321,1/21 32/16 130 PSF 19/321, B/S' 40/20 175 PSF 23/32', 3/4' 45/24 ROOF SHEATHING SCHEDULE 1(0" O.C. TRU55/fRAFTER5 SNOW LOAD NOMINAL SPS RATING (UP t0) THICKNESS IfOfd PSF 7/16' 2/16 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOISt WITH EDGE SUPPORT. 1�5032.I.KI) ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER J1090601, J1090(oolp-1, d J1090601F DATED 052521 DO NOT CHANGE TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING NODCsE ENGINEERING, INC. PROVIDE ALL FINAL SHOP DRAWINGS TO HODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER 5TRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER TRU55 FASTENER SCHEDULE: A35 /a 32' cc OR 5DWC 6 a 16' OG. (TYPICAL AT ALL GABLE ENDS) 28 HI - TYPICAL AT ALL TRU55 TO DZ PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) HI W15DWC SCREW - EI ILXRJ LGT2 - Cl (LXR) (2)H2.55 -TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS (UN.O.) (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS BEARING. REFER ?0 BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. 00 0 Z 0 W F -4 milmoll L h� � r"=; 0 �' N (� rr U N O 7. N fii •L N a) O N O L W ���Q�8�o ; 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230065 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA 24" O.C. TfRU55/fRy4FTEfR5 DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M 24/16 CATEGORY 15/32', I/2' 32/1(o OWNER PER OWNER OWNER 16d Is 6' O.C. RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ELEVATION A EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI VAIL 5HEATHING TO ALL AMING MEMBERS USING ad W/ 3' GRID PATTERN. INSTALL 5IMP50N L5TA 5TRAP a BACKSIDE ROWS 16d 5INKERs 3'O.G. W/8' STEM W/S' STEM /a PORTAL WALLS 9 PORTAL WALLS IIRG 6023) STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE 36 D3 IINI 5UITE Of=T DO NOT 5CALE(1/0 11 = V) I IN FLOOfR L TEfR L ENGINEEfRING DO NOT 5CALE(1/0 1'J 5WE,4tH ALL EXTERIOR WALLS AS CJw) UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS 311o.c. NAILING - 5HEATHING TO MUD 5ILL TYPICAL ALL EXTERIOR WALLS ROOF 5HEATHING SCHEDULE 24" O.C. TfRU55/fRy4FTEfR5 SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS ANCHOR BOLT 40 PSF 1/16' 24/16 lD P5F 15/32', I/2' 32/16 130 PSF 19/32', 5/8' 40/20 lis PSF 23/321,3/41 48/24 ROOF 5HEATHING SCHEDULE 1(0" O.C. TRU55/fRy4FTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICIWESB HDUII - HF MEMBER 80300 100 PSF 7/16' 24/16 I80 PSF 15/32', I/2' 32/1(o LONG DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. R5032.LKI) DO NOT 5CY4LEN/a 11 = V) Ff;REE 5TANE) ING TUE3 Cf=T ION DO NOT 5CY4LEN/0 11 = V) SB 5/8x24 ANCHOR BOLT REQUIRED AT ALL NDU5 NOLDOU.N LOCATIONS. TYP 5HEy4fR WALL NY41LING SCHEDULE 11 ed = 2-1/2' x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SHEAR WALL APA RATED SPACE a 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 1/1(01065(2) ONE SIDE Sd Is 6' O.C. 2x STUD 16d Is 6' O.C. 16d a 16 �O.C. 5/8' 48' O.C. 1/21 a 36 1 O.C. 2601365 5THD14/5THD14RJ - 3500* (2) 5TUD5 UJ/ (30)16d N/A N/A MSTC4853 - 39000 PER MFR 5u12 1/1(01055 ONE SIDE Sd a 4' O.C. 3x STUD (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8' ,s 40' O.C. 1/2 28 O.C. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE Sd .9 3' O.C. (2) 2x STUD 16d a 4' O.C. (2)16d Is 16 IO.C. 5/8� 24' O.C. 112's III O.C. 41301685 Su14 1/1(01055 ONE 51DE ed 6 2' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 Sud A 1/1(01055 50TH 51DE$ ed a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 e 16' O.C.5/8' tv 12' O.C. 112',s 8 O.C. 980 / 1310 SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLT$ NAILS SCREWS CAPACITY# SNOW NDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/8x24 U.N.O. NDU5 - DF MEMBER 5645* MIN. U� HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 1 HDU14 - W 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) 5TUD5 UJ/ (30)16d N/A N/A MSTC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) Sd 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 51MP50N 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) UFFEfR f=LOOfR L TEfRAL ENGINEEfRING DO NOT 5GALEN/a 1'J SHEATH ALL EXTERIOR WALLS AS CJ�� UNLESS NOTED OTHERWISE. LOf=T Of=T DO NOT 5Cy4LE(l/& 11 = 1' LEGEND POINT LOAD IGEI' MEMBER RX FACTORED DEVD Z.O 6.0 SNOW 3.0 SCUD/COLUMN � DESIGNATOR EXAMPLES U� SHEARUJALL DESIGNATORml � SwI O HOLDOUJN/STRAP DESIGNATOR STHDI4 t2k;614s C6I4 DETAIL GALL-OUt 1 D1 00 Z 0 W w rl� - L cC __ ao Q vi t rr U N O �' 7(C;N fii •L a) � a) O OC) C a) Ja) L c c U g a ; 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230065 FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA 24" O.C. TRUSS/RAFTERS DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M 24/16 CATEGORY 15/32', I/2' 32/1(o OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 355 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES TH I fRID CAOf=fiION- ELEV TION ••,4•• MAIN LOO =jR FOUND,4TION P�,4N �N�IN��IN� DO NOT 5CY4LEN/4 11 = V) IEADER OVEF PER DETAII VAIL 5HEATHI AMING MEMBf lU/ 3' GRID INSTALL SR STR4P g tsHc.��iL.)t ROWS 16d SINKER g 3110.G. 3'o.c. NAILING - SHEATHING TO MUD SILL TYPICAL ALL EXTERIORWALL5 NCsWEERED U5ING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS G0, 75 NUMBER J10130601-11 ilo,30(00E)F-I/ & J10130601F DATED 052521 )O NOT CHANGE TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE ENGINEERING, INC. TI fRID C;,4fR 01=T I ON ELEV TION fi'f,41N F�00 �,4T�,4� �NIN��IN DO NOT 5CALE(1/4 1') SHEATH ALL EXTERIOR WALLS AS CJUJI UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM NOLDOWNS ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS 1'0 6.0 40 PSF 7/16' 24/16 70 PSP 15/32111/21 32/16 130 PSF 19/32', 5/8' 40/20 175 PSF 23/321,3/41 48/24 ROOF 5HEATHING 5CHEDULE I(0" O.C. TRU55/fRAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS 100 PSF 1/16' 24/16 IS(d PSF 15/32', I/2' 32/1(o LONG DIMENSIONS PERPENDICULAR t0 ROOF JOISt WITH EDGE SUPPORT. 125032.LI(U EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI TH I fRID C;AfR 01=T I ON 11,411 ROOD �fR M GfRAVITi' LOAID ENGINEEfRING- DO NOT 5CY4LEN/4 11 = V) LEGEND POINT LOAD IGEI' MEMBEREAD RX FACTORED �L 1'0 6.0 V 2.0 SNOW 3.0 SCUD/COLUMN � �' DESICaNAtOR ry+" Q�' EXAMPLES 10 SHEARlUALL DESICsNAtOR � va HOLDOUJN/StR4P DESIGNATOR STNDI4 (zx.6ws c514 DETAIL CALL-OUT 1 D1 00 Z 0 W w F -4 millmll rl� - L h� E � a ao E) wI rte3 Q � ' N t rr U N O � N fii •L N D N O N O cLU �o w �c�Qf��oU L L c � a >��ooc�. f6 N N V ��O V c 0 0 f6 ~ ON U L L U c N L N" >, N eco oN��ccac Nc '5'� O a >, O OQ t N O U N '� � N� N Q �c�Naa)7ao Q U U '§ U W >, O Nc N LO '� N c-0 U Q -0 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 02.21.23 REVIEW ZACK C. ANALYST JOE G. SHEET I OF 8 SHEETS PROJECT NUMBER 230065 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 EXTENT OF HEADER j WATER HEATER DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SMEAR MIN. 3"x11i" NET � � FOR A PANEL SPL ICE (IF SHEATHING R ROOF EXTENT OF � A �- — HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE 5RACED PANEL) ,� - ,� 5 � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/8 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 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 100t 0 0 00 LONGER SERIES To EXTEND To REQUIRED 5IMP50N X11 6 EACH TRU55 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 0 0 0 R ER ° ° ° ° DESIGN VALUES INTERPOLATED . _ � � � . PERPENDICULAR 1CUL,AR TOP o FROM APA TT-10011 T,A5LE 1 - _ .. • • .. .. .. PLATE INTERSECTION U.N.O.UO • X :: :: :: :: :: FOR NARROW PORTAL WIDTHS � ® (2 )112.S,A 1=0R MULTI PLi� .. .. .. .. .. PLAN VIEW � :: :: :: :: • . • • • • . • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� • .. .. .. .. .. � MFR TRUSSES e 24" O.C. UJ/ .. .. S .. 8 .. 8 .. �Q �� 2 II • • PLAN ROOF SHEATHING NG = � � � � c � o 0 /1� 055 511E,ATIIING MIN. ~� - ' .. .. X. .. .. • . 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 S11E,ARUJ,ALL • . ' • 511E,AT11 ,ALL GABLE ENDS _ = o Q 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 NME M10 1U \,a v o e o e e II •• USING 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 m O C N ri IBC FIGURE 23�Sb52 D5L 50TTOM PLATE 5 ri WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o 4x4 P05T UNO. GUSSET Is 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/ (S)10d 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/5d 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 S�E,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 2x MEMBER PER PLAN (D FOOTING CORNER / • A TOP/50TTOM PLATE To j 2x PT uJ/ ANCHOR SoLTS STUDS UJ/ (2) l(od THRU PER 5HEARW ALL SCHEDULE a•4A ' •" � NAILS TiP. (3) 1�d T11RU � FOOTING CORNER 1=00T ING 'T' 2 5TEMW ALL CORNER • . #4 HORIZONTAL3"-�" FFROM m • '0 a A NAI T 4 Z R • .e � � � � L OR 5UJ3, SUJ SUJSII 8 5 TOP OF STEM ,AND e 12 O.C. SHEAR W ALL500 I' Iva ° d II J I O- 2 STEM SHOWN X // // //////// r / / / ' d \\\\\\\ �I \\\\� 4 5 30 M IN IM I UM LAP SPLICE � 2x PT MUD SILL UJIT11 � '� '�\\i\\i\\i\\i\\i\\i\\i\ •• . \i\\i\\i\\i� ° j j _ _ �\//\//\//\//\//\//\// �' a \//\//\//\ #4 VERTICAL DOWELS e 36'Ln j ANCHOR 50LT5 PER � Ln / j : \\ O.C. IF COLD JOINT. \� . \ 1 I EXTEND TO 3 OF THE VERTICAL RE5,AR NOT � SHEAR WALL T,A5LE 0 A I I , ' SHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ � ,I I v \\//\\/\\//\\//, �\ II /\\��,� FOOTING 5A5E. EXTEND PERSPECTIVE OVERVIEW UJIT111N 12 OF ANY II ,�/i/ " \\/ � 14' MIN, INTO STEMUJ,ALL CORNER) MIN FROM �• «-- \i\ \\i / --- /\\//\� \//� 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-1 I I—� I i—III-1 I I � E EKED SLAB ON GRADE WHERE 2 �2 8 FOOTING 2 MIN / a a / SPECIFIED PER PLAN °J a BUILDING II •. D • • • • _ • ° ' FOOTING ,AND ROOF CODE 2 015 IBC STEM WALL CORNER STEM WALL T •, . • DROP JOISTS STS WHERE , D ' ' •• ° • • . j � MIN. FOUNDATION D IMEN510N DRAINS 1F REQUIRED D SPECIFIED PER PLAN WIND • •• NUMBER OF FLOORS WIDTH THICKNE55 WIDTH ° •, D a ° • SUPPORTED 5Y FOOTING 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. . a X* 12a 2 FLOOR 511 � II SII GEOTECH CATEGORY D 3 FLOOR 15 11 QII QII A 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 5D1 2x STUD WALL PER PLAN ENG. P.E. FLOOR JOIST OR � JOHN 1I, LANDING DRIVEWAY APPROACH PER DATE � � 3/� TSG SUSFLOOR (UN.O.) � 2X4 LEDGER UJ(2) 104 � ' 1 ; ARCHITECTURAL SHEETS 02.2123 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' ,• j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIfid COOLER 2 s AR4GE SL,A5 PER PLAN oo I ,AN Z,ACK C. L R G RDER PER PL • II NAILS e S" O.C. OR TYPE ANALYST � • . S-1/2 MINIMUM MATERIAL � . 51W SCREWS ia 1(o' O.C.� FULL DEPTH 5LOCKING JOE G. DIAGONAL 5ETWEEN R15E � � � 3 . 3 CONTINUOUS REB,AR REQUIRED AT ,ALL 5EARING SHEET ,AND RUN II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.6 2 1(od NAIL 12 O.C.(UNO.) 3 UPPER FLIGHT OF STAIRS :_ 2 o CRACK CONTROL) I . SUPPORTED ON 3/4 T4 _ 4 �0 2x PT UJ/ ,ANCHOR 5OLT5 II II. PER 5HEARWALL SCHEDULE ad NAILED O.0 ad NAIL 12 O.C. ON ,ALLSAND/GRAVEL COMPACTED . 2 /� N X '�\\/\\/\ N N (0 PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT ,AT D o D � ;\\//\\//\\// #� HORIZONTAL 3 -� FROM 8 MELD PANEL EDGES (UN.0) z - TO OF STEM ,AN 12" O.C. . .. . , ... � CONTINUOUS BUILDING -� ,,� �/��/!��//�//�//�//�// I I. ° 2X4 THRUST BLOCK UJ/104 /\\/\\/\\/\\ 2 4" STEM SHOWN 5OF8 SHEETS 4 ORIENTATION OF CORNER / / / / I . �' o . FOOTING PER FOOTING ,�\i .\\ice II S � � � O.C. NAIL TO LANDING �: .. - �\i \ , I' II g STUD M,AY VARY : ; DETAIL !�\ , I #� VERTICAL DOWELS � 3� J015T% 8 • / PROJECT NUMBER //\/NS I O.C. IF COLD JOINT. EXTEND • T3/4' TSG SUBFLooR ad NAIL e � O.C. ALL \\\/ • 1�--- X30065 o. HOLDOUJN PER PLAN `-- TO 3" OF THE FOOTING 2 .y FRAMING MEMBERS AT .. � 2 • ° 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 STEMWALL (UN.0) A R 104 O.C. RIM TO ALL R G E SER \ \/ D Q o : O • NOT ,AT ,AN 5 \/� /�\ \ \ \ \ D 2 FROST DEPTH w 23 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 JURISDICTION s 0 L5C ,AT TOP 4 �A3S8 \/ \ \ \ \ \ \ \ ad NAIL �' O C (LL (2) CENTERED IN FOOTING O.C. I • (,j/ MIN. FOUNDATION ON DIMENSION P�4NEL DG ..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 DRAINS IF REQUIRED � x (o STEPS MUST 5E SUPPORTED II II II o 2 X TREADS WI(3) 10d 2 FLOOR 1 � ( $ NATIVE UND 15TUR5E D 501 L NAL uJ/�•X� SEAM ON �•X4 Po5T5. 12 3 � II II II 12 �:' POST TO 18" CONCRETE FOOTING E/ACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL SILL PER OR STUDUJ,ALL COPYRIGHT O ro OUTSIDE CORNER DETAIL GEOTECH c 2023 13 7 15C:TA5LE 1009.1 4 COPYRIGHT ENGINEERING, INC. t�IIS DOCUMENt X645 BEEN DICIt,4LLY SIGdJ�D F'�R 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61DE CORNER D1 CONT INI�OI�s 5TRIFFOOTING AT GARAGE ENTRE D1 FOUNDATION W I TSI FLOOR J O 15T5 D1 wAC CERTIFICATE M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERt11=1CAt� M�4Y BE REMOVED BY tNE JURISDICtION 26 (D MFR GA5LE END TRU55 22 18 -17 14 >6) 2) 28 4) ( 1 SIMPSON DTT2Z DECK 1=,4C 01= SOOTING DOU5LE TOP PLATE HANGERS UJ/ 1/2' NDG ALL SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT (UN.O. ON PLAN) FLOOR J O 15T PER PLAN 1 1 THREADED RODS ,AND 51TE WORK ,ARE THE RE6PONS151LITY OF THE 5UILDER 2 TOP OF SLOPE z a CONTINUOUS VERTICAL AND CIVIL/GEOTECHNICAL ENGINEER. FLOOR JOISTR PLAN. — DI APHR4GM OPENING5H4THING OVER GA5LE UJE5 STIFFENERS REQUIRED 3 N/3 5UT NEED NOT > FRAMING ��� PLAN 2 0 ° o ° ° o ° 0 3 FOR MFR FLR J5T UNLE55 A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED �0' M,4X w O ° o ° ° S 0 ,APPLICATION HODGE ENGINEERING THE 5EARING SOILS ,ARE A65UMED 1/4 x� 6D5 SCREW AT 1( � 16OF 5LOCKING UJ/ 36 TO 5E 1500 PSF= OR 2000 PSF=. WHEN PROVIDED F=OLLOUJ� TOE O� SLOPE ® O.0 TOP PLATE TO TRUSS C514 STRAP � DECK JOISTS PER PLAN ,ALL DIRECTION OF THE GEOTECHNICAL REPORT. a 50TTOM CORD PARALLEL F=LOOR JOIST N/2 5UT NEED NOT SHEATHING PER PLAN � F=LOOR SHEATHING NAILING j EXCEED 1S' MAX w TOENAIL TRU55 TO TOP PARALLEL JOIST: ��� cc. Q PLATE WITH (1) 5d AT 1(" PERPENDICULAR J015T:3'I FACE OF= STRUCTURE D ON CENTER 2 5EAM/D5L J015T PER PLAN 3 HGA10 OR A35 AT 32' O.C. ,AROUND OPENING (TYPICAL OU OCKING �o � D SLE 5L 2 . 4 PLACES) ( U �.o. ON PLAN) o ,ALTERN,4TIVE TO NOTE � REQUIRED FOR z 6D5 SCREWS 2 4 PERPENDICULAR �o �0 BLOCKING FOR STRAP(o1 1 INSTALLATION UJ/ 1/4"x2-1/2' � NOTES SD5 5CREUJ5 -INSTALL SCREWS UPWARD �, � � cc -low^ o THROUGH TOR PPLAT 50 TH �o TOE NAIL BLOCKING TO _ � INTO ��° PLATE U/ C2 1 d NAILS 1) 7') �0 O ° �L �cCENTER OF BOTTOM TRUSS °3 UU OC sj �� NCHORD ��70O° 0)�Lo( -5R4CE TRU55E5 PER 5051. EXTEND BACK 2 JOIST 5,�1'S (a. � N N No � O �� � p� Q �� Q 4CONSULT TRU5S MANUFACTURER PERPENDICULAR FLOOR JOIST � � N z a g C �, .0 �, �, a) Q. �C`�N���a) FOR SR,ACING REQUIREMENTS. 5 o L NOTREQUIRE[) FO LDECK5 UNDER3011GRADEo N 26 2-2"" 18 I5C FIG looal] rl 4 GABLE END TO SHEAR WALL ATTACHMENT D2 LARGE DIAPHRAGM OPENING D2 LATERAL DECK CONNECTION- D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2 s THE TRU56 DESIGNER'S GA5LE END 5R4CE o DETAIL TAKES PRECEDENCE. USE TH15 D(o 2xMINIMUM BLOCKING W � a o� '102z5 DETAIL IF THE TRU55 DESIGNER DOES NOT MINIMUM OF (4) DTT1Z OR � SIMPSON DTT1Z DECK � 3/4" TAG PLYWOOD a � :g� � SETUJEEN TRUSSES OR � (2) DTT2Z PER DECK TENSION TIE 1 PROVIDE ,4 GA5LE END BRACE DETAIL RAF=TERS, NAIL R001= j 3x MEMBER ,4T ,ADJOINING SUBI=LOOfi� $ � � PER IRC 5012.4 S�IE,4T�IfNG TO BLOCKING PANEL EDGES FOR 5UJ2 _ 0 C6) 09 x 1 1/2' SIMPSON SDNAILING'� �1D - 2 SHEAR WALL PER UJ/ ad � 3 O.C. SUJ3 ,AND SUJ4 SHEAR UJ,4LL SCREWS (SHOWN) OR PLAN • SECTION UJ/ 3X STUD SECTION UJ/ ( 2)2 X STUD SECTION UJ/ 2X STUD (0)0.146 11 x 1-1/2" NAILS u C(o) 10d NAILS (5W1 ONLY) 2 SO SHEAR WALL Sd NAIL(o 3 FLUSH DOUBLE 2x JOIST � sj 4" EDGE - 12 F=IELD 3 DECK JOISTS PER PLAN OR MF=R DOUBLE JOIST -rl � 2x(o D1,4GON,4L � 5UJ3 SHEAR WALL Sd NAIL; , • UJIT�-I UJES STI�ENERS OP 0 0 5RACING SPACED a6 12' 3' EDGE - 12' FIELD0.3/0" SIMPSON IDG LAG , • 5EAM PER PLAN . SCREW UJ1T�1 NDG UJ,45NER � • . 0 0 0 O.C. ATTACHED UJ/ C3) SUJ4 SHEAR WALL 5D NAIL: . �� �� ° 4 FLOOR JOIST PER PLAN � l(od NAILS (o � 2 EDGE - 12 F=IELD OR SDWH TIM5ER-HEX • NDG SCREW (SHOWN) INTO � SIMPSON G5C 1/1(o' 055 SHEATHING TOP PLATE, 5TUD5, OR • • STUD/POST PER 5HEAR • � � • ; WALL SCHEDULE � 2 � 1 2 1 (INSTALLED IN PAIRS) HEADER � (o * M5TC4053 ( WHEN DOUBLE TOP PLATE � � 2x MEM5ER FOR SHEAR � FLOOR JOIST PER PLAN ;. SPECIF=IED ON PLAN) � WALLS MID PANEL (F=IELD) . � G,ABLE END TRUSS SHEAR WALL PER PLAN �o F=LASHING 5Y OTHERS - ° ; ; (2)C514 OPTION � � N F N • (3(0" MIN LENGTH, WRAP � 0 SHOWN OR CE � �� ° � 2x4 50TTOM CHORD . ' ,AROUND 5EAM) • 10 � � (2) 2X M,4'� 5E USED IN �� ONLY TRU55 5R4C ING STHREAD`� 3 MIN. rn'll� � MINIMUM 6 �•S" O.C. ALONG ' PLACE OF 3X PER SHEAR J016T HANGER ,AND C 18" MIN TO STUD WALL o WALL SELOUJ. ATTACH TO WALL NOTES PENETRATION LEDGER ATTACHMENT (01 CC514 OPTION � . EACH TRUSS Sufi SHEAR PANEL PER PLAN 1 11-1o, FOR COMP4R15ON °J NAIL SHEATHING TO 5EAM. UJ/ C 2� l� d NAILS OPTION OF C 1� DTT2Z Z f N 6W21 5W31 OR 5W4 DO NOT 5REAK SHEAR PANEL LIEU OF (2) DTT1Z SHEATHING NOT REQUIRED FOR DECK5 U 3011 A50VE GRADE c -c 2021 (WOOL) CONSTRUCTION CONNECTORS), PAGE 295 r27 r23 GA5LE END BRACE D2 &W2, 5W3, 5W4 5HEAR WALL NAILING D2 LATERAL DECK CONNECTION - LDTTIZ D2 5HEAR WALL AT BEAM DZ) (:D WALL FRAMING FASTENER PER PLAN � 1 SHEATH UNDER OVERFR4MING EXTEND ON's � D ST ,4 R P ON P WALL TO F=LOOR A50VEIq (j Ln STUD To MATCH PLS CU.N.o � �� j WITH ,4N M5TCS4. j 1/2" MIN FROM CORNER � ON ENGINEERING SHEETS) 2 2x4 R FTER5 24 oc ' CENTER STRAP ON SUPPORTED ,4T �' M,4X UJ/ D ° o °° 0 0 ° ° ° °° o ° °° SIMPSON LGT2 5IMP60N MGT UJ/ NDU ° ° 0 0 0 ALLOWA5LE UPL IFTS FA5TENER5 HF/5P SDUJC SCREW 485 HI 425 x-12.5,4 535 X110A 1015 HlOA-2 930 G 0 LGT3-5D52.5 (3)PL 2505 LGT4-5E)53 Y 2920 MGT (2 )PLY 3300 ( 1 )VGTR/L C 2 FLY 1(0 00 ( 2 )VGTR/L (2)PLY 3 990 ( 1 )VGT (2)PLY 3555 (2)VGT (2)PLY 5110 ( 2 )VG 3 )P Y 6400 IGT -2 (2 )PLS' 6455 IGT - 3 (3)PLY 9035 HGT-4 (4)PLY 92 0 vul I vl� i �v re i v vv i ire wi � � 2x4s ON TRUSS CHORD, JOISTS AS SHOWN0 AR, MAY 5E 2x6 RAFTERS 6 24' cc � 3 WHERE FOOTING SECTION o 0 O FOUNDATION REBAR OR 2 SUPPORTED At 8' 3 I cc MAX U/ 3 O oT'A' IS MORE t�AN 8' � POSt TENSION 2x6's ON TRUSS CHORD. Q LLI PROVIDE 4' CSI6 EACH 0o o � o 0 O (2) 2x6 VALLEY BOARDS UN.O. SIDE OF SPLICE W/8 -16d ° ° O o o � O 24' MIN REBAR LENGTH COMMON NAILS ° ° � M NAILED 70 EACH TRUSS ; . � o 0 0 0 � W/ l3) 16d NAILS. . �. 5 = � / a _ O TOP PLATE SPLICE LINE � o 0 0 NOTE: HOLDOWN5 AT 0 °, O CORNER ARE PACED O 2x6 RIDGE BOARD UN.O. �. a O (2) 2X PLATE o o � �� ED� 0 o O � � � I/2 �i20EDGE. \ / O ROOF SHEATHING PER PLAN a° .. a Q 0 O O NOLDOUJN E'ER PLAN o 0 o---4 O VENtILA710N ACCESS PER PONT WALL SHEATHING � � � � :� . a � 2 O 0 o o CLEAR SPAN 1�' MAXIMUM. FOR TYPE RJ NOLDOIUN BUILDER 22-1/2 x45" MAX° �. � � � � 8°�iy/. �o SHEAR NAILING TO MATCH � � � \ � � 0AOR NON RJ NOLDOIUNS DIMENSION. a . a : a � WALL ABOVE BUILDING � O a a 6' MAXIMUM PONTWALL '' O CODE 2m18COMPRESSION BLOCKING 1BC IDU NOLDOl1JN WIND a, . O (WHEN SPECIFIED) O (2) Sd NAILS a 8' O.G. OR EXP. B 9l MPH �� � � l2 ri�N � StUD PACK OR POSt PER , 16d � 16' O.C. SEISMIC DESIGN *VALUES BASED ON SIMPSON STRON�s TIE FASTENER o o � � a � r� r�s� s,�� ariorr`R II ", � PLAN r 5,,,�„ � TM . $ . �a BUILDER t0 DETERMINE CATEGORY D .:.- STPD STI�D�J IF StND OR StND/RJ IS ROOF show SIMPSON VC�sT DOUBLE INSTALLATION SIMPSON VCxTR/L EXAMPLE RESIDENCE APPROPRIATE, W/ (2) NDU4 UJ/ NDU� 4 �,„� 20 1 6 LOAD 25 PSS TRUSS Uf=L IFT CONNECTORS D2 OVERFIRAMING D2 STEP FOOTING 4 PONY WALL FRAMING D2 SIMPSON STIED D2 2J 25 21 1� O SHEAR IUALL NAILINCx PER ENG. P.E. JOIN N. PLAN DATE e � O SILL NAILING TO RIM 022123 _ O (2) 2x4 LAMINATIONS UJ/ (I) O (8) 16d NAILS STAC�ER�D � 16d a �' O.C. REVIEW I FLOOR TRUSS SIZE � SPACING PER PLAN N ROW OF STAGGERED l�Dd� ¢, A7 EACH SIDS OF TOP �� � 1 3 STRAP WHEN SPECIFIED ZACK C. �► o N COMMON WIRE N,41LS � 12 cc MlN L �o PLATS SPLICE. o' � O ANALYST O NAIL MFR BOX TRUSS 70 N L'4rE s� � O a � _ O l2) 2x6 LAMINATIONS W/ l2) 2 �, p L/C� 2 l3) 16d NAILS STAGGERED � � DOUBLE RIM JOIST SHEET Joh G. DBL 70P PLATE lU/ Sd 6 � ROW OF STAGGERED lmd O / REQUIRED FOR SlU2 OR O.C. lUN.O.) � "' N COMMON WIRE NAILS � 6'oc A7 EACH SIDS OF BOTTOM � � GREATER SNEARIUALLS m EACH SIDS PLATS SPLICE. O 1 O ATTACH FULL DEPTH N O )INTERIOR SHEAR WALL 3 O l2) 16d NAILS � 16' oc INtO - BLOCKING TO DOUBLE 70P NAILING 4 SHEATHING PER , � 2 O (3) 2x� LAMINATIONS W/ (ll I STUDS PLATE UJ/ (2) Ind a EACH PLAN. I� ROW OF STAGGERED 3f�d� � .4�. AY SIMPSON 36" C6I4 MAY BE 3 � ,••. 1 O FLOOR JOIST PER PLAN 6 OF 88 SHEETS o COMMON WIRE NAILS a 16 o O USED IN LIEU OF NAILING AS 2 U(o I 2 (4) NAIL SUBFLOOR 70 EACH SIDS � NAIL SUB�LOOR t0 PROJECT NUMBER OCKINCz UJ/ Sd � 6' O.C. � �-� INDICATED.lN07 SHOWN FOR �' O OCKING lU/ Sd � 6' cc BLB� 230065 ° O o (UN.0) (:4) (3) 2x(o LAMINATIONS W/ (2) CLARITY) (UN.0) 3 ROWS OF STAGGERED 30d 2-I/2 O SCUD WALL OR PEP, P� COMMON WIRE NAILS 8'ocPLAN WAR e o 1-1/2 EACH SIDS O l/16' OSB SHEATHING TO �'� of "' � 3 o 1-1/2' S UNDERSIDE OF FLOOR �P �' � NOTE: PLATE SPLICE JOISTS ' (D0APPLIES WHEN NO OtNER SDUJC AGN SCUD t0 DBL 01 c7 SPLICE IS INDICATED. TOP PLATE. SDIUC FLOOR � o��FE�-° j j DTT2Z At CANtILE�oNa�ENG� RED JOISt t0 DBL TOP FSsi8� 3 O WALL ANDS WHENPLAtEBEAM. (4 SDWC TOTAL) lUl-ISN NOLDOUJN SPECIFIED (UN.O.) SPECIFIED GOPI'RIC�Nt cQ2023 29 pgZ�S633fIC�19C � 25 21 17 HODCxE ENGINEERING, INC THIS DOCUIENT �IAS BEEN DIGITALLY SIGNED R INTERIOR 5HEAIRWALL TO PERPENDICULAR FLOOR TRUSS A50VE D2 NAILING 5CHEIDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 CANTILEVERED SHEAR UJALL D2 ��,-���W'T�A,��$ CERTIFICATE. ,� 42 i 38 0 0 42 38 �,D3 D3� 43 / 139 0 43 D3 11 LL C i� LL C 0- C C C 7 C C u LL C 0- C C u LL UNRESTRAINED RETAINING WALL SCHEDULE N W T VERTICAL 13 K D 0 8" 9' 04 a 12' OC 40' 3" 4" 0(IIII-8' 1 8' 12' 45 a 10' OC 4I-911 11 4" 5'1"-10' S" 12" 1 05 a 9" OC 6'-3' 1 14" 1-3/4' S' WALL VERTICAL AT 1-3/4" FROM FACE CONCRETE (f'c) = 2500 psi(i) HORIZONTAL RE5AR RE5AR (f) = 60 ksi SOI 04 RE5AR AT 10 11 cc ,ASST = 250 cf PASSIVE L p I ,ACTIVE SOIL = 35 pcf 501E SEARING = 1500 psf 2 RE5AR 51=LICE 30" FOR #4 OFOOTING 12' MIN BELOW GRADE. RE5AR, 38" 1=0R $5 RE5AR BELOW GRADE IS NOT REQUIRED IF SLAB PRESENT WITH FOOTING RE5AR )FOOTING MBAR *4 Q Im" O.C. 3 #4 PEEL RE5AR 6 12" O.C. ALL VERTICALS R. 501E 1=,�CE� 95ACKFILL WITH 12" MINIMUM FREE Tec 10012 UNRESTRAINED CONCRETE WALL - 40 FF SURCHARGE - 2010 IBC 35 �1 DRAINAGE - EXTERIOR GRADES ADJACENT TO THE WALLS OF THE HOUSE ARE TO BE SLOPED AWAY FROM THE 5TRUCTURE TO ACHIEVE SUBAGE DRAINAGE. SUBSURFACE DRAINS AT OR BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING WALLS OVER 3 FEET IN HEIGHT. DRAINS ARE TO CONSIST OF RIGID PERFORATED 4' PVC PIPE SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 59o" FINES. PLACE A NONWOVEN -GEOTEX?ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW CsRAvl7Y DISCHARGE AWAY FROM THE 5TRUCTURE. THE PERFORATIONS ARE TO BE LOCATED ON THE LOWER PORTION OF THE PIPE. RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH THICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 6001 OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS (EXCLUDING THE FIRST I F00? BELOW THE SUBAGE). THIS DRAINAGE MATERIAL IS TO TIE INTO THE FOOTING DRAIN SYSTEM. 30 O FOOTING SIZE AND REBAR SCHEDULE PER PLAN O POST OR STUDS PER PLAN O WIDENED FOOTING (OPTION) ROOF AND 5UfRFACE RUNOFF ARE NOT TO BE DISCHARGED INTO THE FOOTING DRAIN SYSTEM 39 AND SHOULD BE HANDLED BY A SEPARATE RIGID TI6NTLINE DRAIN 5Y5TEM. 35 D3 CONCRETE WALL LDRAINAGE D3 JACK TRUSS SHEAR TRANSFER 44 / 140 / 136 45 44 (40 D3 D3' 41 HDU2 8 HDU5 CONNECTION OCONCRETE STEM WALLPER PLAN OSIMi'SON NDU2 OR HDU5 NOLDOUIN PER PLAN O *4 RE5AR FOR tOfi' REINFORCEMENT O SIMi'SON 555/8x24 ANCHOR O SIMPSON 66t516 OPTION FOR NDU2 APPLICATIONS O MUDSILL lU/ ANCHOR BOLtB PER PLAN DOU5LE 5TUD UJ/ l(od 6 1(o' O.C. OR ( 2 )Sd 6 S" O.C. S NO RIM REQUIRED WHEN 5LA5 ON GRADE 36 D3 IO EXTEND SHEATHING TO LOWER TRUSS 507TOM CHORD ATTACH ,ALL ADJACENT TRU55 CHORDS WITS( (3)1/411x3" 5D5 6CREW5 O BLOCKING BEHIND SNEAtNINCx CUT FOR FLASHING EXAMPLE RE5IDENCE 32 $d 16d 0 ---------------- 33 0 f SEE 5NEARUJ,4LL TABLE FORADDITIONAL NAILING DECK LEDGER CONNECTION PER5PECTIVE INTERIOR PER5PECTIVE EXTERIOR FOOT ING PAD GAN BE PLACED BELOW THE CONTINUOUS FOOT ING, IF PREFERRED 30 D3 O 5HE,4R lU,4LL PER PLAN O2x4 PRESSURE BLOCK UJ/ (2) lmd TOS NAILED EACH END O2x BOTTOM PLATE PER SHEARUJALL SCHEDULE UJ/ 16d im 4' O.C. (4)3/4" t 4G FLOORING O tRU55/R,4FtER PER PLAN *HI EACH TRUSS (UN.O.) O1/16" OSB U1/ad 611O.C. � PANEL EDGES 12'O.C. FIELD OR CxUJB lU/ SCREUIS. O NANCxER PSR TRUSS MFR 02x6 BLOCKING W/ 16de6'O.C. TO TOP PLAT (PE3EAM/RIM JOIST PER PLAN. EXTEND 5NEAtH1NG OVER FACE OR 2X1O BLOCKING BETWEEN CONTINUOUS SCUDS 2x6 PRESSURE BLOCK UJ/ (2) lmd STAGGERED AT (o 11 o.c. r3l l\,D3:)l $ O 2X SOLS PLAN t0 RIM W/16d Q 6' O.C. U.N.O. O 3/4 74G 70 RIM: ad 0 6' O.C. O 2X OR MFR FLOOR JOIST * ORIM 70 MUD SILL W/16d e 4" O.C. U.N.O. O ANCHOR BOLT PER PLAN � O SHEATHING TO STUD 5EE SHEAR WALL SCHEDULE O (3) SDS 1/'x3-1/2' SCREWS 67AGGERED Q 16' O.C. INTO STRUCTURAL 2x OR I-3/4' RIM OS CONCRETE FOUNDATION O DECK JOISTS PER PLAN 3/4" t4 Cz FLOORING 1e"32 IO MANUFACTURED ROOF TRUSS WITH ENERGY HEEL (IF PRESENT) O SHEAR UJ,4LL NAILING PER PLAN O 1/16' OSB OR SMART SIDS PANEL BLOCKING lU/ ad a 6' cc INTO DOUBLE TOP PLAN 4 TOP CHORD BIRD BLOCK (4) ROOF SHEATHING PER PLAN UJ/ ad a 6" cc INTO BIRD BLOCK $LOCKING. O SIMPSON Hl CLIP. TYPICAL At ALL TRUSS BOTTOM CHORD t0 DOUBLE TOP PLAN INTERSECTIONS O SOFFIT MATERIAL (IF PRESENT) 45 DRAINING SOILS. 12' OF DRAIN 37 SILL lU/FILtER FABRIC D3 OKEY (N07 REQUIRED IF 5L,45 I PRESENT A7 FOOTING) OFOOTING 12' MIN BELOW GRADE. BELOW GRADE IS NOT REQUIRED IF SLAB PRESENT FOOTING TO BEAR ON )FOOTING MBAR *4 Q Im" O.C. FIRM UNDISTURBED WITH 3' COVER NATIVE SOIL OR OICEI'WAl' REBAR TO MATCH ENGINEERED SILL VERTICAL REBAR SPACING Tec 10012 UNRESTRAINED CONCRETE WALL - 40 FF SURCHARGE - 2010 IBC 35 �1 DRAINAGE - EXTERIOR GRADES ADJACENT TO THE WALLS OF THE HOUSE ARE TO BE SLOPED AWAY FROM THE 5TRUCTURE TO ACHIEVE SUBAGE DRAINAGE. SUBSURFACE DRAINS AT OR BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING WALLS OVER 3 FEET IN HEIGHT. DRAINS ARE TO CONSIST OF RIGID PERFORATED 4' PVC PIPE SURROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 59o" FINES. PLACE A NONWOVEN -GEOTEX?ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE THE FILTER FABRIC SUCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW CsRAvl7Y DISCHARGE AWAY FROM THE 5TRUCTURE. THE PERFORATIONS ARE TO BE LOCATED ON THE LOWER PORTION OF THE PIPE. RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH THICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 6001 OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS (EXCLUDING THE FIRST I F00? BELOW THE SUBAGE). THIS DRAINAGE MATERIAL IS TO TIE INTO THE FOOTING DRAIN SYSTEM. 30 O FOOTING SIZE AND REBAR SCHEDULE PER PLAN O POST OR STUDS PER PLAN O WIDENED FOOTING (OPTION) ROOF AND 5UfRFACE RUNOFF ARE NOT TO BE DISCHARGED INTO THE FOOTING DRAIN SYSTEM 39 AND SHOULD BE HANDLED BY A SEPARATE RIGID TI6NTLINE DRAIN 5Y5TEM. 35 D3 CONCRETE WALL LDRAINAGE D3 JACK TRUSS SHEAR TRANSFER 44 / 140 / 136 45 44 (40 D3 D3' 41 HDU2 8 HDU5 CONNECTION OCONCRETE STEM WALLPER PLAN OSIMi'SON NDU2 OR HDU5 NOLDOUIN PER PLAN O *4 RE5AR FOR tOfi' REINFORCEMENT O SIMi'SON 555/8x24 ANCHOR O SIMPSON 66t516 OPTION FOR NDU2 APPLICATIONS O MUDSILL lU/ ANCHOR BOLtB PER PLAN DOU5LE 5TUD UJ/ l(od 6 1(o' O.C. OR ( 2 )Sd 6 S" O.C. S NO RIM REQUIRED WHEN 5LA5 ON GRADE 36 D3 IO EXTEND SHEATHING TO LOWER TRUSS 507TOM CHORD ATTACH ,ALL ADJACENT TRU55 CHORDS WITS( (3)1/411x3" 5D5 6CREW5 O BLOCKING BEHIND SNEAtNINCx CUT FOR FLASHING EXAMPLE RE5IDENCE 32 $d 16d 0 ---------------- 33 0 f SEE 5NEARUJ,4LL TABLE FORADDITIONAL NAILING DECK LEDGER CONNECTION PER5PECTIVE INTERIOR PER5PECTIVE EXTERIOR FOOT ING PAD GAN BE PLACED BELOW THE CONTINUOUS FOOT ING, IF PREFERRED 30 D3 O 5HE,4R lU,4LL PER PLAN O2x4 PRESSURE BLOCK UJ/ (2) lmd TOS NAILED EACH END O2x BOTTOM PLATE PER SHEARUJALL SCHEDULE UJ/ 16d im 4' O.C. (4)3/4" t 4G FLOORING O tRU55/R,4FtER PER PLAN *HI EACH TRUSS (UN.O.) O1/16" OSB U1/ad 611O.C. � PANEL EDGES 12'O.C. FIELD OR CxUJB lU/ SCREUIS. O NANCxER PSR TRUSS MFR 02x6 BLOCKING W/ 16de6'O.C. TO TOP PLAT (PE3EAM/RIM JOIST PER PLAN. EXTEND 5NEAtH1NG OVER FACE OR 2X1O BLOCKING BETWEEN CONTINUOUS SCUDS 2x6 PRESSURE BLOCK UJ/ (2) lmd STAGGERED AT (o 11 o.c. r3l l\,D3:)l $ O 2X SOLS PLAN t0 RIM W/16d Q 6' O.C. U.N.O. O 3/4 74G 70 RIM: ad 0 6' O.C. O 2X OR MFR FLOOR JOIST * ORIM 70 MUD SILL W/16d e 4" O.C. U.N.O. O ANCHOR BOLT PER PLAN � O SHEATHING TO STUD 5EE SHEAR WALL SCHEDULE O (3) SDS 1/'x3-1/2' SCREWS 67AGGERED Q 16' O.C. INTO STRUCTURAL 2x OR I-3/4' RIM OS CONCRETE FOUNDATION O DECK JOISTS PER PLAN 3/4" t4 Cz FLOORING 1e"32 IO MANUFACTURED ROOF TRUSS WITH ENERGY HEEL (IF PRESENT) O SHEAR UJ,4LL NAILING PER PLAN O 1/16' OSB OR SMART SIDS PANEL BLOCKING lU/ ad a 6' cc INTO DOUBLE TOP PLAN 4 TOP CHORD BIRD BLOCK (4) ROOF SHEATHING PER PLAN UJ/ ad a 6" cc INTO BIRD BLOCK $LOCKING. O SIMPSON Hl CLIP. TYPICAL At ALL TRUSS BOTTOM CHORD t0 DOUBLE TOP PLAN INTERSECTIONS O SOFFIT MATERIAL (IF PRESENT) 45 41 37 rRuss secTioN 33'� D3 D3 EXTEND SHEATHINCs TO TRUSS BOTTOM CHORD D3 i2AISED HEEL TO SHEAR U1ALL CONNECTION D3 000 z 0 7n W It L 70 h� C a) 0 wI rte+ Q 0 0 N (� fii •L N ( a) O N O ALU W ���Q�0�o 0 �p > O O C . f6 a) N V L O V 0 0 Q Q E a) f6 ~ N a) U 0 L L U a. qui+, 1T) 2 4 C=a)�ama) -ca-a-) - -�a t N OC -� U N 'CmN-0 N 0) Q U U C U-0 a) Cc >% O N N c 0 N N U)ns70U a 70-C- BUILDING CODE 2018 I5C WIND EXP. 5 91 MRI SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 R5F ENG. P.E. JOIN N. DATE 02.21.23 REVIEW ZACK C. ANALYST JOE G. SHEET 7 OF 8 SHEETS PROJECT NUMBER 230065 23 GOPI'RIGNt cQ2023 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED MR Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION 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. 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 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 wQ°) vi v fii •L N .O O cLU LJ.I ��Q�>to i6 J L i L c 0 C c V ;