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Lot 1 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220074 FOR: RUSH RESIDENTIAL PLAN: CEDAR - 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) 551x30' U.N.O. CATEGORY OF (2) DTT1Z 12K CAPACITY 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 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (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 BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER WHERE INDICATED ON ENGINEERING. STEP F=OLLOWING GRADE RETAINING WALL DETAILS FOR STEM WALLS OVER 48' U.N.o. 34 35 D3 D3 3 r N 42 I STHD 14 m W/S" STEM PORTAL WALL DIMENSIONS PROVIDED BY RUSH RESIDENTIAL - 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 5CHEDULE 51MP50N PRODUCT FASTENERS POST TO FOOTING CONNECTION MODEL NUMBER 20"DIA. OR 24'DIA. x 8' ANCHOR BOLTS NAILS SCREWS CAPACITY* HDU5 - HF MEMBER 4340* N/A (14)-6DSY4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" OPTION OF MIN. HDU8 - HF MEMBER 58200 N/A (20) -SDS Ya x 212' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870" (1) 1)TT2Z IN LIEU' MIN. URO. HDUII - HF MEMBER 8030" N/A (30)-SD5Y4'x22- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 OF (2) DTT1Z 12K CAPACITY ,'ti HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 551x30' URO. HDU14 - DF MEMBER 14445* 19 18 24 eti N 5THD14/5THDI4RJ - 35000 (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 SIDE N/A N/A e%ti HUC48 14'-(�' ,��,�' HUC48 , Al 10'-82' U ��� ��U 1111-11 =1111111111­ �� �� 0 DO NOT 5C/4LE(1/4" =1' ) 2J 5THD14RJ 0 ,. 48" MAX STEM WALL HEIGHT o■ FOOTING PAD 6CHEDULE FOR 1500 PSF SOIL BEARING 24 b� POST TO FOOTING CONNECTION 24 e (�,� 24 b�lo 20"DIA. OR 24'DIA. x 8' O20oR24 ® POST PER PLAN -ROUNDED TO NEAREST KIP TOTAL DEAD 4x10 PT HF*2 MS 4x10 PT HF#2 M5 24 SNOW 24"x24"x8' W/(2) 04 E.W. OPTION OF 5.5K CAPACITY POST PER PLAN 30 DF*2 OPTION OF 30'x30'x10' W/(4) *4 E.W. (1) 1)TT2Z IN LIEU' 6.5K CAPACITY Rx o 36 (1) DTT2Z IN LIEU 36'x36 "x12' W/(4) 1*4 E.W. OF (2) DTT1Z 12K CAPACITY ,'ti M4ti 42 �'� OF (2) DTT1Z 42"x42'x12' WKS) 04 E.W. 19 18 24 eti N 24 e 24 e�ti e 18 19 04 Wl(6) E.W. 21K CAPACITY 4x10 PT HF#2 POST PER PLAN 6101Sum SUII (54' x13" WK -7) 04 CAP = 2-1K) D2 D2 (60'x14" WI(8) 04 CAP = 33K) DESIGNATOR ) ALL EXPANIDED FOOTINGS TO USE *4 REBAR UNO. D2 D2 HDU5 o POSITIVE POST (2)CS14 M� DETAIL GALL -OUT M6 (2)A35, OR MAB 14 32 a Q e 000 REBAR STHD 14 STHD 14RJ � D2 FOOTING SCHEDULE 3' FROM SOILOSIDES 5TH[) 14RJ G ' '� D3 40'-0' 5THD 14RJ STN 14 RJ 5THD 14RJ 3. ;'.' 36 — R3 1.5 .4 5. �Il — — — — — — — — — — — U3 2.1 38 U3 25 U4 2.2 1 1.1 0 JS — I 2.5 4.1 — — —------------------------------------- -- --- I 12 I D1 I I '210 I 2' 5'_12' S _I2 5'_12° 5'_12' 5'_12' I 5,-112112.1 14 24 24 24 ti) 24 24 24 24 I 4x10 DF#2 RESTRAINT AT GRAWLBLOCKING 8 1 J015T END 4 EACH D1 INTERMEDIATE SUPPORT 1 (5E15MIC ZONE D R5021) 1 13'-42' 2'-0' 4'-42' 4'-6' 4'-6' 4'-�2' ol 4'-�2' T -I I 1 30 24 36 24 42 I 24 24 1 L------------------- U73 U6 4 46 6 f — ------ -- ------ 12 Di 2.9 36 1 I I :1-1 M3 5TH[)14RJ 5THD 14RJ i i b �v I L--------- x I b7 3A I b+b lay I I h0' S'-6' -6' S'-6' 211q. I 1 1 MI 1 I 1 I1 4 24 FEL 4 T�E4AO 24 TYP)DNO I r 1 24 N I I 4' CONCRETE SLAB SLOPE GARAGE SLAB TO A DRAIN OR i i ' 1'-41 13'-12' 1 VEHICLE ENTRY DOORWAY. CONTINUOUS 1 Ilo I FOOTING W/ (2) #4 REBAR AT DOOR OPENINGS. _I0' �'- �'-0' S'-6' 2'a ' 24 24 24 (15C 4063.3 - GARAGE F=LOOR SURF=ACES) � 4 1 jj 4x10 DF*2 ial 1 � I I b r 48 I 1 1 42OR /R"K 36 1 o �gJ�r 6 l 2 }6 4 3 --- 30 I DZ 21 1 8031 23 n wp 4d ------------- -------------J I 1 NI I HDU5 ----- --------- ----- HDU5 HDU5 36 — — —---------------------- — CONCRETE PATIO BY 5 --- STHp 14 7 5 24 5THD 14 24 OTHERS F:� Wd 1'-101' 5TEM 16'-3' R.O. / - _5' e�'ti b+�"�e� 19'-0' d'' '-0 b+e '-0 20'-0' b+ 6'-1' 40'-0' U ��� ��U 1111-11 =1111111111­ �� �� 0 DO NOT 5C/4LE(1/4" =1' ) 2J 5THD14RJ 0 ,. 48" MAX STEM WALL HEIGHT o■ FOOTING PAD 6CHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20"DIA. OR 24'DIA. x 8' O20oR24 ® POST PER PLAN -ROUNDED TO NEAREST KIP TOTAL DEAD 215K CAPACITY OR 4.0K CAPACITY 24 SNOW 24"x24"x8' W/(2) 04 E.W. BEAM DESIGNATOR 5.5K CAPACITY POST PER PLAN 30 DF*2 30'x30'x10' W/(4) *4 E.W. ® 6.5K CAPACITY Rx POST PER PLAN 36 ®=4x4 DESIGNATOR =44 36'x36 "x12' W/(4) 1*4 E.W. ® 12K CAPACITY ,=(2)2x6 POST PER PLAN 42 ■=(3)2x6 ■=(3)2x4 42"x42'x12' WKS) 04 E.W. ■=(4)2x6 16SK CAPACITY X =8x8 POST PER PLAN 12 60 54 4648'x48'x12' 04 Wl(6) E.W. 21K CAPACITY POST PER PLAN 6101Sum SUII (54' x13" WK -7) 04 CAP = 2-1K) (60'x14" WI(8) 04 CAP = 33K) DESIGNATOR ) ALL EXPANIDED FOOTINGS TO USE *4 REBAR UNO. HDU5 o POSITIVE POST (2)CS14 TO FOOTING W/ DETAIL GALL -OUT SIMPSON EPB, PB (2)A35, OR MAB 1 U.N.O. a Q e 000 REBAR D1 MAT PER ' FOOTING SCHEDULE 3' FROM SOILOSIDES . # BOTTOM a. G ' LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER RX -ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2.0 SNOW 3.0 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4X8 DF*2 3-1/2'4° GL5 Rx STUD/COLUMN ®=4x4 DESIGNATOR =44 =2x6 =2x4 =46 ,=(2)2x6 0=(2)2x4 ® =6x6 ■=(3)2x6 ■=(3)2x4 0 =6x8 ■=(4)2x6 ■=(4)2x4 X =8x8 SHEARWALL DESIGNATOR SEE SHEARLUALL SCHEDULE 6101Sum SUII HOLDOWN/STRAP DESIGNATOR STH014 SEE HOLDOWN/STRAP SCHEDULE HDU5 (2)CS14 C614 DETAIL GALL -OUT SEE 'DI' SHEETS Fat 1 GGRRESPONDING DETAIL D1 55 5/8x24 ANCHOR BOLT REQUIRED AT ALL HDU5 HOLDOWN LOCATIONS. TYP Digitally signed by John Hodge Date: 2022.02.11 15:00:25 U) 4 0 in r a L4 Q �_ __= ~ 3 :g 0 a) ,A cs a V - r -I PC- r -I N N - r -I i� N BUILDING CODE 2010150 WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW Q AD 25 PSF ENG. P.E. JOHN H. DATE 02.11.22 REVIEW ZACK C. ANALYST JOE G. SHEET S1 7 OF 7 SHEETS PROJECT NUMBER 220074 COPYRIGHT © 2022 HODGE ENGINEERING INC. THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY TEE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220074 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 ® =44 DESIGNATOR ® =4x6 CATEGORY =2x4 ■=(2)2x4 ® =6x6 OWNER PER OWNER OWNER ®=(4)2x6 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 EXTEND HEADER OVER PORTAL FRAME PER DETAIL 50I NAIL SHEATHING TO ALL FRAMING MEMBERS U51NG Sd W/ 3' GRID PATTERN. NS?ALL 5IMP5ON L5TA STRAP 9 BACKSIDE (2) ROWS 1(od SINKER g 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' R(o R(o 4x8 DM 48 DF02 .4. =Eq FfREE 5TAN[D ING TU5 01=T ION ELEVATION 11,411 LEGEND 24" O.C. TRUSS/RAFTERS POINT LOAD KEY NOMINAL c�AN RATING FOR EW_%INEER USE ONLY MEMBER RX *ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 24/I6 LIV 2 0 32/16 SNOW 3.0 SEAM DESIGNATOR 175 PSF FOR PLAN REVIEW USE ONLY 4x8 DF#2 1(0" O.C. TRU55/fRAFTER5 3-1/2'x12' GLE3 SPS RATING (UP t0) RX STUD/COLUMN IfOfd PSF 7/16' ® =44 DESIGNATOR ® =4x6 ' =2x6 ®=(2)2x6 =2x4 ■=(2)2x4 ® =6x6 ®=(3)2x6 ■=(3)2x4 ® =6x$ ®=(4)2x6 •=(4)2x4 ®= Sx8 SHEARWAL.L. DESIGNATOR *U 7 SEE SHEARWALL SCHEDULE SWI SWI SWI �-IOLDOUJN/STi�,�� DESIGNATOR STWD14 SEE HOLDOWN/STRAP SCHEDULE 14DU5 (2r,614s C5I4 DETAIL CALL -OUT SEE 'D1' SHEETS FOR 1 CORIRESPONDIW-s DETAIL 1 kDlI � 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. TRUSS/RAFTERS 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 23/321,3/41 45/24 FROOF 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. R5032.I.1(I) 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) HI - TYPICAL AT ALL TRU55 TO 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 w L h� ai E) 00 wI rte+ Q ' N 0 (� fii •L N a) O O cLU �� w ���Q���o i6 J L i L C O CC C V o a> 70 :3 � f6 a) N V 0'O V C O C c� � � ' aa) :3 CL � � f6 ~ O a) U i L (CO) C 70 m 0 C O 0 c o 'j) -0 c > E E c .� �'" 7, O a , O OQ Q E� c aa) -0 a) Q U of U N j,O (a-0 0 a -0-r- BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FSS ENG. P.E. JOIN N. DATE 02.11.22 REVIEW ZACK C. ANALYST JOE G. SHEET Z OF , SHEETS PROJECT NUMBER 220074 COPYRIGHT@2022 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220074 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 6 18' O.C. OR RESPONSE S1 RESPONSE Ss (2re614s 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 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 F:LOOfR L TEfRAL ENGINEEfRING DO NOT 5CALE(1/0 1'J 5WE,4tH ALL EXTERIOR WALLS AS CJW) UNLESS NOTED OTHERWISE. 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 DSL TOP 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. TfRU551RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICIWESB JOIST 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 HOLDOWN LOCATIONS. TYP SMEAR WALL NAILING 4 ANCHOR SCHEDULE SHEAR WALL APA RATED NAIL SIZE 4 STUD 4 BLOCKING tv SHEATHING 2x 50TTOM DSL TOP D5L TOP PLATE TO ANCHOR BOLT CAPACITY(PLF) SEISMIC/WIND LABEL SHEATHING SPACE s ADJOINING TO MUD SILL PLATE TOPLATE TO RIM BIRD TO CONCRETE (DF VALUES) (20)-5D6 Y'x 2Y' TO (2) STUDS 55T528 OR 55 1/8'x24 EDGES EDGES NAILING RIM BELOW JOIST BLOCKING BELOW (WF X.(33) HDUII - DF MEMBER 93350 1/1(01055 wl wl wl HOLDOWN/STRAP 2x SILL W/LTP4 16d � 6 O.C. 6 18' O.C. OR (2) IOd 5/81,s 48' O.C. (2re614s sw1AA35 ONE SIDE ad 's 6' O.C. 2x STUD ad t1 3' O.C. N/A tv 20' O.C. TOENAILS 1/2' 36' O.C. 260/365 M5TC6653 - 44900 1/16' 055 N/A 3x STUD 2x SILL W/LTP4 (18) ad EACH SIDE 0 12' O.C. (2) IOd 5/61.9401 sun stow ONE SIDE ad s 4' O.C. (OR (2) 2x) ad a 3' O.C. 16d .9 4' O.C. OR TOENAILS 1/2' 6 28' O.C. 380/532 a 14 O.C. 1/16' 055 ad 3 O.C. 3x STUD (OR (2) 2x) 2x SILL W/ (2) ROWS 16d LTP4 -9 10' O.C. OR, (2) IOd 5/8' -1 24' O.C. 1/2' � 11' 490/685 SW3 ONE 51DE ad a 3' O.C. 11 6' O.C. TOENAILS O.C. A35 � 12 O.C. AONE 1/16' 0553x ad tv 2 OC. STUD (OR (2) 2x) 2x SILL W/ Sd a 3' O.C. (2) ROWS 16d LTP4 0 1' O.C. OR,TOENAILS (2) IOd 5/8' tv 21' O.C. 1/2' -9 15' O.C. 640/895 SIDE a 4' OC. A35 .9 S O.C. AA35 1116' 055,� ad 3 O.C. 3x STUD 2x SILL W/ (2) ROWS 16d LTP4 tv 5' O.C. OR, (2) IOd 5/8' 0 12' O.C. 980/1310 SW5 50TH 51DES (OR (2) 2x) ad .9 3' O.C. � 3' O.C. -9 5 O.C. TOENAILS 1/2',@ S' O.C. SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON 50TW SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON THE OPPOSITE 51DE5 ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLE55 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) D5L STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED W/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF I' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) A5 AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE )Ilio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5W5 5HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) 5HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN, 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY# SNOW NDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/844 U.N.O. NDU5 - DF MEMBER 5645* MIN. STUD/COLUMN HDUS - HF MEMBER 58200 N/A (20)-5D6 Y'x 2Y' TO (2) STUDS 55T528 OR 55 1/8'x24 HDUS - DF MEMBER 18100 ® =6x8 ®=(4)2x6 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-6D5 J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 wl wl wl HOLDOWN/STRAP HDU14 - HF MEM5ER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* (2re614s C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) 5TUD5 W/ (30)16d N/A N/A M5TC4853 - 3900' PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C614 - 2490* (18) ad EACH SIDE N/A N/A HOLDOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 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 5CY4LEW& 11 = 1' LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER RX =ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2.0 SNOW 3.0 BEAT" I DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4x8 DF42 3-1/2"x12" GL5 RX STUD/COLUMN ® =44 9 =2x6 DESIGNATOR ® =4x6 I=(2)2x6 a =2x4 ■=(2)2x4 ®=6x6 ®=(3)2x6 •=(3)2x4 ® =6x8 ®=(4)2x6 •=(4)2x4 ®= 8x8 6�4EARWALL DE61GNATORw1 SEE S�-IEARWALL SO4EDULE 7 wl wl wl HOLDOWN/STRAP DESIGNATOR STWD14 SEE WOLDOWN/STRAP SCl-IEDULE WDU5 (2re614s C614 DETAIL CALL -OUT SEE 'Dl' Sl -LEETS FOR CORRESPONDING DETAIL DI-) 00 Z 0 W w F -4 millmll wl L c'c') rr U �f�ii •;L��a O7(C;a) a) a) 3�N O�w Ec1) > o a)J co�; EXTENT OF HEADER WATER HEATER D DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"X11,' NET � � FOR A PANEL SPL ICE (IF SHEATHING R ROOF EXTENT OF HEADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME (ONE BRACED PANEL) ,� - ,� � WATER HEATER SEISMIC ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/61 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER fi� 2 �" 01= MID-HEIGHT. NE IG�IT ONE 1�OUJ 01= STRAPS LOCATED 1/3 ,SWAY � ° o ° � � MIN GAP. EDGE CLIPS zz ° d ° TSP. SHEATHING TO FRAMING - FROM TANK CAP AND 5A6E. � ° d ° UJ/ Sd COMMON OR G,�LV,4NIzED RECOMMENDED FOR 24/1(o 0 3 NAILING 15 REQUIRED. IF 2x4 ° ° ° SOX NAILS IN 3' GRID PATTERN RATED SHEATHING WITH to LAG BOLT PER SEISMIC z o 9 2 0 0 0 II 5LOCKING IS USED, THE 2x� 5 •: MAXIMUM SPAN 2� INCHES AS SHOWN ,AND 3 O.C. IN ,ALL W STRAP MFR ,4NC�-IOi� INTO O ° 0 ° MUST 5E NAILED TOGETHER WITH It 2 X STUD PLACES ° ° ° ° ° ° ° ° ° 0 0 0 0 00 FRAM ING ( STUDS, 5L OCK ING, ad NAILS " O.C. ,�T (3) lid SINKERS. 2 �� 0 0 O O O O O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D YP. i�,� ,�N (2) CONTINUOUS #� RESER �4T .• 51RD BLOCKING 2 DRYWALL PER PL 12 � o0000000o j j j 000000000 s�IE,�T�-IINC�Si�E,�K 0 0 0 0 0 0 0 ° o .� 0 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. •:: 2 X STUD WALL01 � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UJ/ TWO ROWS OF 1�D SINKER #� � �." � OM TO �� : • ••• � � EXTEND UJ,�LL SHEATHING 00 00 00 0o II RE5 I� � � .. W 3 3 N,41L5 �T 3 O.C. T�'P. TO TOP OF DOUBLE TOP � m o0 00 4 4 4 o0 00 �' W 12 O.C. �o VENT FLUTE - ° ° ° (s cKSIDE) (B,�cKSID) (B�cKSIDE) ° ° ° ° L5TAla STRAP (5ACK51DE). USE II � PLATE a �11 j s STEM UJ,�LL � ° ° ° ° ° ° LONGER SERIES To EXTEND To 2 ° ° ° ° ° ° ° ° ° ° ° ° 00 REQUIRED S IMPSON H1 EACH TRUSS ® ,ANCHOR 5, 5E TO WALL � o 0 0 0 (0 ( � 0 0 0 0 0 0 0 0 0 0 TOP OF PONY WALL, IF PRESENT. . 00'0��l . OR RAFTER 1 ° ° ° ° ° 0 ° ° MIN. WIDTH=1(o" FOR ONE STORYPERPENDICULARTO o _ � � \ . P STRUCTURES, 24" FOR USE IN THE - - - _ .. .. .. .. .. PLATE INTERSECTION U.N.O.UO X :: 0. 0.1 :: :: :: FIRST OF TWO STORY STRUCTURES .. .. .. .. .. PLAN VIEW � :: :: :: • • • • • • • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� • .. .. • • • • .. 3 MFR TRUSSES 2�" O.C. UJ/ • • . . ' • • .. .. g .. 8 .. 8 .. : Q CM 2 II • • PLN 8001= SHEATHING NG = Z o N � 1/1� 055 SHEATHING MIN. ~� �' .. .. .. NAIL L UJ/ ad O.C.=0R `° `� N c ° O E o • i • i i • i • i • • • • II i 4% N � O i ' .. .. .. .. .. W .. .. .. .. .. 5THD 14 (UN.O ON PLAN) ' • ' • PANEL EDGES AND 12 O.C. � ' � o N N Y • cN V ���o moo X-1 o 0 0 0 0 0 0 13 !� 0 0 0 0 0 0 0 0 •• IN FIELD Q z� 0 C E2 QN L o 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 • •• j L "3 N L N z .p. d .p. I �0� p �0 �0 HEADEREXTENDED OVER I H L VP 8 STEM UJ,4LL ,� REQUIRED SHE,�PUJ,4LL • . SHEATH ,ALL GA5LE ENDS 0 _ = 0 � � °' `� Q � _ _ _ moo a�No0 oc v. CL A d. fl. °. D fl. °. D z N cn = N O v O a ,4 a ° D. °. rp.D, ° o D °. rp.D, ° o ON D. o a. 1 II •• USING5W15HEARWALL��`� U�L,a�c°, — — _ _ _ ° _ _ — _ — _ _ _ — — �/8 ,ANCHOR 5OLT W1 � EMBED L � 0, D° SECTION A f�•-t II 1 II • a Q U U V >+ N SCHEDULE Aj 44a a ° e ' D° b ; ' : , UJ/ MIN 3 x3 x.229 PLATE WASHER _ i C N 70 0 CL ri0 IBC FIGURA 2308:652 4 D5L 50TTOM PLATE 5 10 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING�Dl) ad o (:D�x 05T UNO. USS T I SPLICE. ROOF FRAMING PER PLAN. l(Ool 2X SOLE PLATE TO RIM P � G E GIRDER PL E P.T. POSTS IF LE55 THAN 8" FULL DEPTH GUSSET EACH ATTACH 8001= D I PHR,�GM W11(od ai (o' O.C. U N.O. W a 12 CUT TOP PLATE OR DROP FROM 501 51 (l0)10d. MIN 4X(o OST 5LOCKING TO D5L TOP R L DE P 2 3/4 T 4G TO RIM. � $ �, SEAM DO NOT CUT SEAM PLATE PER SHEAR WALL g II $ W 8 � • • $ /4 "T NAIL 9 ad O.C.. � 3 G SUS LOOK ad L ® SCHEDULE � � = ,� o � TALL POST CONNECTION. o M � � a o 2 2 DOU5LE TOP PLATE ,AND GLUE To Jo I5T5. 3 - ® 3 2X OR MFR FLOOR J015T . 1 - GUSSET ONE SIDE DE ONLY � � WIDTH OF OST UJ/ (S)l0d � O.C. PANEL EDGES ® SHEATH PER 8001= D P 1 2 �o u SIMP50N ST22 OR 22" C51� - 10 O.C. FIELD NAILING. SHEATHING SCHEDULE � � RIM TO TOP PLATE W11(od . UJ/(1 S )10d OR DROP BE,�M UJ/ � � � II � • - - - -8 POST CONNECTION: 5LOCK ,ALL 5EARING. FACE 2 � • � � O.C. UN.O. • . CONTINUOUS TOP PLATE. - GUSSET 50TH SIDES W100) GRAIN AT RIGHT ,ANGLES TO II STRAP MAY 5E PLACED ON - - � 1/1� 0.5.5. SHEATHING W1 JOIST TO TOP PLATE l0d NAILS. �� DEGREE 2X� JOIST. .: II � 61DE OF TOP PLATE - 2x(o HF *2 STUDS a6 16O.C. 2 (3) ad TOENAILED LATERAL BRACE UJ/(�)l�d 5IMPSON EP5, P5, (2)A35s (UN.O.) D5L TALL STUDS (6) l(od NAILS - �_ OR MA5 PER PLAN SHEATHING TO STUD On 4 � 8 12 POST CONNECTION: 2 SEE SHEAR UJALL � . (2) l(od NAILS 0 1(o" O.C. CRO55 5RACE WITH 2X4 AS g DO NOT CUT INTO 45 4 STRUCTURAL 2x OR SCHEDULE _H SHOWN WKE( )1(o01 EACH END. DEGREE SHEAR CONE OF 1-1/4' RIM (UN.o. 5Y MFR) 3 DSL 2X ToP PLATE 4 TOP SEAM PER PLAN ADD 4X4 5LOCK 5ETWEEN UND I5TUR5ED 501E •:: 4� . • . ' UJ/(4)1�d EACH SIDE �I � PLATE TO STUD UJ/(2) � 3/� T G 5U5 FLOOR 1 • � 1� d 1� O.C. � 52X CRIPPLES •:� MID-SPAN g 2X ALIGN STUD W1 • • S PLYWOOD FILLER •FLOOR J016T (PER PLAN FLOOR J015T S � 12 � � (AS REQUIRED) OR FLOOR J015T MFR) MULTIPLE STUDS FOR HEADER PER PLAN • =� POINT LOAD FROM A50VE � � 2 x SoTTOM PLATE ' g � ATTACHMENT To ' SQUASH 5LOCK5 (2) l(od NAILS �o 9 REQUIRED UNDER ALL STRUCTURAL RIM PER . SHEAR WALL SCHEDULE POINT LOADS DOU5LE 2X TRIMMER STUDS •. - j j RIM 50ARD To FLOOR MIN. FOR > V OPENING UNO. - g FULL HE IGHT 055 J015T WI(3) l(od • G / LONG g j 2 LTP4 PER 5HEARWALL j 2 No STRAP REQUIRED IF • ' • • 2 - D IMEN51ON PARALLEL To SEE 5HEARWALL TA5LE TA5LE CONTINUOUS TOP PLATE ' • STUDS. ALL WALLS 5W] FOR ADDITIONAL NAILING 11 � . • 2 U.N.O. D1 •� _ �TOD1 O 5EAM ,SND HEADER END SUPPORT � BREAK SHEATHING AT RIM FLOOR FLOOR CONNECTION • - JOIST. I ST. NAIL To STRUCTURAL � O RIM PER SHEAR WALL 2x STUD WALL PER PLAN � . O . EDGE NAIL SPACING OF N • (0 SHEAR WALL SPECIFIED CONCRETE 5LA5 PER PLAN Ln FOOTING i N •PLATEO O • TOP/50TTOM TO 1 IN 103 VAPOR SARK I E R STUDS W1 (2) l(ool THRU . PRP A 1 FOOTING CORNER j LS P. 3 �d RU Q . NAIL FOR 6W3 5W4 4 SUDS 2x PT W1 ANCHOR 5OLT5 N 8 SHEAR WALLS PER 5HEARWALL SCHEDULE N 2 FOOTING CORNER FOOT ING 'T' 2 5TEMWALL CORNER . • - - / # 11-511 j j 4A 2 x(o PT MUD SILL WITH z � � 4 HORIZONTAL 3 FROM • g - ANCHOR 5OLT5 PER d a TOP OF STEM AND 6 12 " O.C. SHA WA TA 2 STEM SHOWN W SHEAR LL SLE X 0 i i i ii �i rl�' 3 30 M IN IM I UM LAP SPLICE (MIN OF 2 PER PLATEV 4 II a #� VERTICAL DOWELS 3� .,\\\\\\ �� \\\\ i� • WITHIN 12 OF ANY CORNER) � � �;�i�ii�ii�ii�ii�ii� .I,•' :. �i%moi\iii%� O.C. IF COLD JOINT. (4)VERTICAL RESAR NOT • - MIN �" FROM G (a � � �\\�\\�\\�\\\ ., , \� ,\\�,. :o. R D , ,, . .\•\ � j � � \ � - \\ EXTEND To 3' of TH Q �� \ ��� ,�����., E E D E SHOWN FOR CLARITY i i i i ii ii % FOOTING 5A5E. EXTEND 12 CRAWL SPACE v . PERSPECTIVE OVERVIEW Qd a d ������ • i�-- \� 14' MIN. INTO 5TEMWALL TYP (UN.0) ALTERNATE 5LA5 a v a \ \ \ ON GRADE � I—III— I I—III—III—III—III—III—III- # =111=1 III=III=111=III-1 I I=�' (2) 4 CENTERED IN 2 3 � a ' 2 8 FOOTING 2 MIN a °� ALTERNATE DROPPED d BUILDING • 2 Foo W1P.T.x 12 HF II 1 / FLOOR P g FOOTING AND Root= ' CODE 2018 15C STEM WALL CORNER STEM WALL T .• • D • • • v .. .d 11 1 II • D :.a LEDGER W1 �/8 x(oA5 024 MIN. FOUNDATION D IMEN51ON DRA IN5 IF REQUIRED O.C. EPDXY W1 6IMP60N NUM5ER OF FLOORS WIDTH THICKNESS WIDTH WIND • . a D SET. LU5210 J015T HANGER SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM g NATIVE UNDISTURBED SOIL EXP. 5 91 MPH • • D OR STRUCTURAL FILL PER (UN.0) 1 FLOOR 12" (" (" SEISMIC DESIGN • • d v 2 FLOOR 5 � II SII GE OTE CH • j CATEGORY D • ° ' 3 FL OOR loll all 81I 05T DEPTH I ° R DEP 5 ROOF SNOW / JURISDICTION LOAD 25 P5F 12 8 6 ISc TA5LE i80g.� 3 CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 6LA5 D1 2x STUD WALL PER PLAN ENG. P.E. FLOOR JOIST OR � JOHN H. LANDING DRIVEWAY APPROACH PER DATE � 2 3/� TSG SUSFLOOR (UN.O.) 2 2X4 LEDGER UJ(2) l0d � ' 1 ARCHITECTURAL SHEETS 02.11.22 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. r �. t i ,.. j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED W/fid COOLER 2 GARAGE 6LA5 PER PLAN Foo I AN ZACK C. L R G RDER PER PL • II NAILS 'S S" O.C. OR TYPE ANALYST • . 5-1/2 MINIMUM MATERIAL � . 51W SCREWS 'a 16' O.C.� FULL DEPTH BLOCKING JoE G. DIAGONAL 5ETWEEN R15E �U-3� � 3 CONTINUOUS RESAR REQUIRED AT ALL 5EARING AND RUN SHEET 2 lid NAIL 12" O.C. (UNO.) o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.6 3 UPPER FLIGHT OF STAIRS CRACK CONTROL) - 2 o CR c Co ROL SUPPORTED ON 3/4 T 4G - ;: .� 2x PT UJ/ ANCHOR BOLTS 1 II �.. PER 5HEARWALL SCHEDULE ad NAILED O2.0 Z. 3 Sd NAIL 12 O.C. ON ALL \i i\i\i\F/\//'\ . � COMPACTED SAND/GRAVEL � ��. 0 (0PANEL EDGES 12 O.C. �: FRAMING MEMBERS NOT AT D o D ,� ;\\moi\\moi\\moi\\moi\\moi\\moi\\moi 11 # HORIZONTAL 31-51 FROM g FIELD PANELEDGES(UN.0) _ �������� z - TO OFST MAN 12 "O.C. \\\\\\\\\\\\\\\\\\\\\ i �� P E D CONTINUOUS BUILDING -� „1 �i��ii,,,,,, �� ° 2X4 THRUST 5L OCK W110d ��\\�\\�\\�\\ 24" STEM SHOWN 0 F SHEETS ORIENTATION OF CORNER `� i i i i . �' o . FOOTING PER FOOTING \i .\\ice „ g V O.C. NAIL TO LANDING : - II STUD M,4'� VAR' : ; DETAIL !�\ #4 VERTICAL DOWELS 3� J015T 8 • � PROJECT NUMBER ,.��\r O.C. IF COLD JOINT. EXTEND •(i)3/4' TSG SUSFLooR ad NAIL 6 (o O.C. ALL .\\� • iL--- ��0074 o. HOLDOWN PER PLAN �� `-- TO 3" OF THE FOOTING 2 y FRAMING MEM5ER5 AT 3 2 ° SASE. EXTEND 14' MIN. g 2X8 LANDING JOISTS PANEL EDGES 12" O.c. I=11 „ INSIDE CORNER 2 ON A FRAMING M M 5 p D -III—I III-1 I I—III—III-1 I I INTO 5TEMWALL (UN.0) A R l0d 'w O.C. RIM TO ALL R G E SER o : 0 NOT AT AN 5 •,� ,�\ � \ \ \ \ � � 12 FR05T DEPTH Y w 22 12 TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 // // :r JURISDICTION .. 1 \\\\� : s� (3) 10d TOE NAILS II \/ \ \ \ \ O z (o Sd NAIL '9 O.C. (,ALL �/\/\/\ � " � MIN. FOUNDATION I ON IM N510N # // / / . ..•.. . ' • D D E j (2) 4 CENTERED IN FOOTING - ><jPANEL EDGESXUN.0) \\ \\ .. '' • NUM5ER OF FLOORS WIDTH THICKNESS WIDTH ([DNOTCH STRINGER TO REST SECTION SUPPORTED 5� FOOTING OF FOOTING OF FOOTING OF 5TEM 11 FOOTING AND ROOF ,� 37886 a II II II F�' O� STRINGERS SPANNING OVER ON LEDGER D o S T E 1 FLOOR 12 DRAINS IF REQUIRED (o STEPS MUST 5E SUPPORTED II II II o ��G 2X TREADS WI(3) l0d 2 FLOOR 1� ( $ NATIVE UNDI5TUR5ED 501L `� NAS W14X(o 5E AM ON 4X4 POSTS, 12)EACH3 II II II 12 5 POST TO 18" CONCRETE FOOTING STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER ro OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT@2022 2022 OR STUDUJALL rl 3 7 / 15C TA5LE 1009.1 4 HODGE ENGINEERING, INC. t�IIS DOCUh1ENt BIAS BEEN DIGITALLY SIGNED PSR 5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNER D1 CONT INI�Ol�S 5TRIF FOOTING AT GARAGE ENTRE D1 FOUNDATION WITH FLOOR J O 15T5 D1 WAC CERTIFICATE M wlt�I a GLOBAL SIGN CERTIFICATE. ON CERtIFICAtE MAY BE REMOVED BY tNE JURISDICTION 26) MMFR GA5LE SND TRU55 22) 18) 14) CDSIMP50N DTT2z DECK 1 1=,4cE OF FOOTING 2 DOUBLE TOP PLAT HANGERS UJ/ 1/2' HDG ALL SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT (UN.O. ON PL �4N )(1)�� OOR J O 1ST PER PLAN 1 1 THREADED RODS AND 51TE WORK ARE THE RE6PON615ILITY OF THE 5UILDER 2 TOP OF SLOPE zz CONTINUOUS VERTICAL AND CIVIL/GEOTECHNICAL ENGINEER. � 1=�OOfi� JOIST P�fi� PLAN. SHEATHING OVER G,4 D I APHR4GM OPENING ER 5LE 3 UJE5 STIFFENERS REQUIRED 3 H/3 5UT NEED NOT > F=RAMINGPER PLAN 2 0 ° o ° ° o ° o FOR MFR FLR J5T UNLESS A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED �0' MAXW 3It HODGE ENGINEERING THE SEARING SOILS ARE A65UMED � � II TIMSERLOK OR � SDUJC � 1�II 01= BLOCKING UJ/ 36II APPLICATION TO �� 1500 PSE= OR 2000 PSE=. WHEN PROVIDED FOLLOW� TOE O� SLOPE � ,4T 1� " O.C. C51� STRAP � DECK JOISTS PER PLAN 1 ALL DIRECTION OF THE GEOTECHNICAL REPORT. TOP PLATE TO 50TTOM PARALLEL F=LOOR JOIST H/2 BUT NEED NOT CHORD CONNECTION PER SHEATHING PER PLAN F=LOOR SHEATHING NAILING EXCEED 15' MAX W ° 5HE,4RUJ,4LL SCHEDULE PARALLEL JOIST: �" cc. Q PERPENDICULAR J015T:3"oC FACE OF= STRUCTURE D �2 o ° ° NOTES 5EAM/D5L J015T PER PLAN ZO 0 -INSTALL SCREWS UPWARD AROUND OPENING (TYPICAL DOUBLE BLOCKING THROUGH TOP PLATES INTO 4 PLACES) (UN.O. ON PLAN) p � CENTER OF BOTTOM TRUSS REQUIRED FOR z 2 �' PERPENDICULAR CHORD. 5LOCKING FOR STRAP 2 INSTALLATION ON UJ/ 1/� "x2 -1/2' 1 1 � -5RACE TRU55E5 PER 5C51, SDS SCREWS CONSULT TRU55 MANUFACTURER TOE NAIL BLOCKING TO L0 2m?,8 oFOR 5RACING REQUIREMENTS. ° PLATE U/ 2 1 d NAILS L S ' L - _U� O L VL-L�:5OcC ui ( Q p i O O O V� D N N Q Q a Q a) O c L EXTEND 5ACK 2 JOIST 5AYS f6 ~o 2 N U2 L U c 0 o 0o p c N-LcEE PERPENDICULAR FLOOR JOIST 0 �'Cw' � °' Q � °' CL ° p N c L Q �c�Na�ma) Q U U •- 0 70 N j, O NCLO '- N cL r2 26 r22 l 8I5C FIG 1808.1.1 14 0 GA5LE END TRU55 5RACING D2 LARGE DIAPHRAGM OPENING D2 LATERAL DECK CONNECTION- D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2 s THE TRUSS DESIGNER'S GA5LE END 5R4CE o DETAIL TAKES PRECEDENCE. USE TH15 (D2x(o MINIMUM BLOCKING W � a o� � z5 DETAIL IF THE TRU55 DESIGNER DOES NOT MINIMUM OF (4) DTT1Z OR � SIMPSON DTT1Z DECK � 3/4" T4G PLYWOOD a � � � a SETUJEEN TRUSSES OR � � i � C2) DTT2Z PER DECK TENSION TIE � � PROVIDE ,4 GA5LE END BR,4CE DETAIL RAF=TERS, NAIL 8001= j 3x MEMBER ,4T ,ADJOINING SUBI=LOOK $ � 8 � � $ PER IRC 50.2.4 SHEATHING TO BLOCKING PANEL EDGES FOR 5UJ2 _ 0 C(o) 09 x 1 1/2' SIMPSON SD M (n �o a 2 SHEAR WALL NAILING PER � M � o a 50TTOM CHORD TRU55 UJ/ ad Is 3 11 O.C. SO ,AND SUJ4 SHEAR WALL SCREWS (SHOWN) ORP • LAN 5RACING (71" MINIMUM) SECTION UJ/ 3X STUD SECTION UJ/ (2)2X STUD SECTION UJ/ 2X STUD (S) 0.14611 x 1-1/2II NAILS u AT 24O.C. ALONG C(o) 10d NAILS (5W1 ONLY) 2 SUJ2 SHEAR UJ,4LL Sd NAIL: 3 SLUSH DOUBLE 2x JOIST ro LENGTH OF WALL. 4" EDGE - 12" F=IELD 3 DECK JOISTS PER PLAN OR MSR DOUBLE JOIST -rl ATTACH TO EACH TRUSS 2x(o DIAGONALSO SHEAR WALL Sd NAIL; , • WITH UJE5 STIFFENERS OR � • WITH (2) l(od NAILS. 0 0 0 5RACING SPACED 6 24•II � 3N EDGE - 12N FIELD � 3/8II SIMPSON HDG LAG • 5E,4M PER PLAN . SCREW WITH HDG UJ,45HER � • . 0 0 0 O.C. ATTACHED UJ/ C3) SUJ4 SHEAR WALL SD NAIL: . II II °(4)F=LOOR JOIST PER PLAN on NAILS (o � 2 EDGE - 12 F=IELD OR SDUJH TIM5ER-HEX � . • HDG SCREW (SHOWN) INTO � SIMPSON G5C 1/1(o' 055 SHEATHING TOP PL�4TE, STUDS, OR • • � STUD/POST PER SHEAR - I� • � � • ; uJ,4LL SCHEDULE � 2 � 1 2 1 (INSTALLED IN PAIRS) HEADER � (o• .. DOUBLE TOP PLATE 2x MEM5ER FOR SHEAR M5TC4853 (WHEN FLOOR JOIST PER PLAN ;. SPECIF=IED ON PLAN) � WALLS MID PANEL (F=IELD) . (o GA5LE END TRUSS ' � FLASHING 5Y OTHERS - ° ° ; ; (2)C514 OPTION SHEAR WALL PER PLAN (3(0" MIN LENGTH, WRAP � SHOWN FOR REFERENCE • ° • • � 2x4 50TTOM CHORD. ' ,AROUND 5E AM ) TRU55 5RACING SI • a � (2) 2X MAY 5E USED IN 3�� MIN, ONL'�� TH �-'� MINIMUM 6 24" O.C. �4LONG 'PLACE OF 3X PER SHEARJ016T HANGER ,AND � la" MIN TO STUD WALL o WALL SELoUJ. ATTACH To WALL NOTES PENETRATION LEDGER ATTACHMENT � � CC514 OPTION � . EACH TRU55 5UJ1 SHEAR PANEL PER PLAN FOR COMPAR15ON °J NAIL SHEATHING TO SEAM. UJ/ (2) l(od NAILS � OPTION OF (1) DTT2Z IN � 6W21 5W31 OR 5W4D O NOT 5RE,4K SHEAR PANEL LIEU OF (2) DTT1Z SHEATHING 2 / r23-' C -C 2019 (WOOL) CONSTRUCTION CONNECTORS), PAGE 289 ri 9 rl 5 GA5LE END5RACE2&W2, 5W3, WALL D2 LATERAL DECK CONNECTION-E)TTIZ D2 5HEAR WALL AT BEAM D2 O � O - (:DWALL FRAMING IN � � G (DFA5TENER PER PLAN � D SHEATH UNDER OVERFRAMING O / \ 2 MST(oO OR (2) CS14Ln N a 1 N 2 STUD To MATCH GIRDER PLY (U.N.o � ° II SETUJEEN PONS' UJ,4LL 4 UJ,4LL j 1/2" MIN F=ROM CORNER � O \ %� � 1 O ° ° ON ENGINEERING SHEETS) 2 2x4 RAFTERS 24 cc A50VE WHEN F=OUNDATION SU o T ,4T K/' M,4X III/ PPR D o ° 0 0 00 0 0 0 2°° o° ° o0 51MP50N LGT2 5IMP50N MGT UJ/ HDU 0 00 0 ° 0 v ALLOWA5LE UPL IF=TS F A5TENER5 HF=/5PF SDUJC SCREW X85 H1 425 H2.5A 535 H10A 1015 HlOA-2 930 LGT2 (2)PLY 60 LGT3-5D52.5 (3)PLY 2505 LGT4-5E)53 Y 2920 MGT (2)PLY 3300 (1)VGTR/L C 2 FL Y 1(0 00 ( 2 )VGTR/L (2)PLY 3 990 (1)VGT (2)PLY 3555 (2 )VGT (2 )PLY 5110 (2 )\/G (3)PLY 6400 HGT-2 (2)PLY 6485 HGT-3 (3)PLY 9035 HGT-4 (4)PLY 9250 vui i vim i �v re i v vv i ire wi tiVL1JVWIV X71—�IiITI�V � � / 2x4s ON TRUSS CHORD, 3 2 I 3 TIO, O o° ° UHCC7o O(I) 04 REBAR MAY BE 2x6 RAFTERS 6 24' cc ° °FOUNDATION RE5AR OR N wk SUPPORTED At 8' cc MAX U/ 'A' IS MORE THAN 8• 0 N PRO ' ° 0POSt t�NSION 2x6 s ON TRUSS CHORD. EACHo, 0 � w -T. SIDE OF SPLICE W/8 -16d ° ° � � J O Lu (2) 2x6 VALLEY BOARDS UN.O. COMMON NAILS ° � O o ,° � O 24' MIN REBAR LENGTH �♦ NAILED 70 E,4CN TRUSS � � � �+ SO TOP PLATE SPLICE LINE o 0 0 °, = V � W/ l3) 16d NAILS. � O NOTE: NOLDOIUNS At / O 2x6 RIDGE BOARD UN.O. . � O (2) 2X PLATS 0 o � ° CORNER ARE SPACED oo I/2" FROM EDGE. \ / O ROOF SHEATHING PER PLAN a° a Q O O O HOLDOUJN PER PLANo 0 o O O VENtILA710N ACCESS PER . O PONY WALL SHEATHING 4 3 .. � � O CLEAR SPAN 1lMAXIMUM. BUILDER 22 (o MAX a � � � . � � � 8°.�� � � SHEAR NAILING t0 MATCH � •' . � � \ \ � � ; ; � % FOR TYPE RJ NOLDOIUN DIMENSION. a N lU�4LL ABOVE 1 � . � � w �D FOR NON RJ NOLDOIUNS 6' MAXIMUM PONT' WALL � •' 2 BUILDING COMPRESSION BLOCKING CODE 2018 IBC O HDU NOLDOUJN . WIND ((WHEN SPECIFIED) Id O (2) Sd NAILS a 8' O.G. OR EXP. B 9l MPH a u STUD PACK OR POST PER 16d � 16 O.C. SEISMIC DESIGN *VALUES BASED ON SIMPSON STRONG TIE FASTENER ° ' � ` 12' MIN PLAN. I SCHEDULE BUILDER TO FOLLOW ALL MANUFACTURER I I _ , o `. I v I�EQIINiEI'ENfS FOR FASTENER MSTALLATION. BUILDER t0 DETERMINE �.V .; =�,TM � � � , CATEGORY D .:.- STPD STI�D�J IF StND OR StND/RJ IS ROOF show SIMPSON VC�sT DOUBLE INSTALLATION SIMPSON VCxTR/L EXAMPLE RESIDENCE APPROPRI,4tE. W/ (2) NDU4 UJ/ NDU4r24 �,�„� 20 rl6 LOAD 2� PSS TRUSS Uf=L IFT CONNECTORS D2 OVERFIRAMING D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 2J 25 21 1� O SHEAR IUALL NAILINCx PER ENG. P.E. JOIN N. PLAN DATE e � O SILL NAILING TO RIM X2.1122 _ O (2) 2x4 LAMINATIONS UJ/ (I) O (8) 16d NAILS STAC�ER�D � 16 d a 4' O.C. REVIEW I FLOOR TRUSS SIZE � ROW OF STAGGERED l�Dd �� I O MStC48B3 (UN.O. ON ZACK C. SPACING PER PLAN N N COMMON WIRE N,41LS 6 12 cc .41 A7 EACH SIDS OF TOP ANALYST N �,4p PLATS SPLICE. ENGINEERING) o e O NAIL MFR BOX TRUSS 70 N L'�rE s� � O l2) 2x6 LAMINATIONS W/ l2) 2 �, R p L/CSC 2 (3) 16d NAILS STAGGERED � � DOUBLE RIM JOIST SHEET Joh G. DBL 70P PLATE lU/ Sd a 6 � ROIU OF S7 ERED 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 O INTERIOR SHEAR WALLo 3 C3) (2) 16d NAILS 6 16cc INTO - BLOCKING TO DOUBLE 70P NAILING 4 SHEATHING PSR�, � 2-1/2'O (3) 2x� LAMINAtIONS W/ (ll � � STUDS PLATE UJ/ (2) Ind a EACH ° o o PLAN. I� AY ROWOF STAGGERED 3f�d� �. SIMPSON 36" C6I4 MAY BE 3 � .•° 1 O FLOOR JOISt PER PLAN 5 OF , SHEETS o COMMON WIRE NAILS a 16 o O I 2 USED IN LIEU OF NAILING AS 2U(o � O NAIL SUBFLOOR 70 EACH SIDS In NAIL SUBFLOOR t0 PROJECT NUMBER ' � �-� � INDICATED.lN07 SHOWN FOR �' ' B�OCKINCz UJ/ Sd � 6O.C. B�OCKING lU/ Sd � 6cc 220074 ° Oo lUN.0) � O (3) 2x6 LAMINATIONS W/ (2) CLARITY) `� (UN.0) 3 ROWS OF STAGGERED 30d 2-I/2 O SCUD WALL OR BEAM PER COMMON WIRE NAILS 8'oc PLAN WAR o EACH SIDS O 1/16' OSB SHEATHING t0 �� of w O 2 ° o I -I/2' 8 UNDERSIDE OF FLOOR -,e- 70 NOTE: PLATE SPLICE JOIStS ' 000 0 SDUJC EACH STUD TO DBL � 1 SPLIES CE 15 INDICATENO D. TOP PLATE. SDIUC FLOOR � O ,�F� If;8�o 2 JOISt TO DBL TOP � 3 j j Dtt2Z At CANtILE\/ERED PLATEBEAM. (4 SDWC FSSioNA�ENG WALL ANDS (UNO) TOTAL) UJI-ISN NOLDOUJN SPECIFIED COPYRIGHT@2022 r29'-' pgZ�vS633MGM 19C � 25 21 17 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED PER INTERIOR 5HEAIRWALL TO PERPENDICULAR FLOOR TRUSS A50VE D2 NAILING 5CHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 CANTILEVEFRED SHEAR UJALL D2 ��,-���W'T�A,��$ CERTIFICATE. ,� 42 i 38 0 0 r4�2' r38 �,D3 D3 43 / 139 0 \0 43 D3 11 LL C i� LL C 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 5" 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 13' 1-3/4' S' WALL VERTICAL AT 1-3/4" FROM FACE CONCRETE (f'c) = 2500 psi HORIZONTAL RE5AR RE5AR Cf) = (oO ksi �OIL 04 RE5AR AT 1011oc PASSIVE = 250 pcf I ,ACTIVE SOIL = 35 pcf 501E SEARING = 1500 psf 2 RE5AR 51=LICE 30" FOR #4 FOOTING 12' MIN BELOW GRADE. O RE5AR, 38" 1=0R $5 RE5AR BELOW GRADE IS NOT REQUIRED IF SLAB PRESENT WITH FOOTING RE5AR O FOOTING MBAR *4 Q Im" O.C. 3 #4 PEEL RE5AR a 12" O.C. ALL VERTICALS :OM 501E 1=,�CE� 5ACKFILL WITH 12" MINIMUM FREE Tec 10012 UNRESTRAINED CONCRETE WALL - 40 F&F 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 PERFORATE[) 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 POST OR STUDS PER PLAN WIDENED FOOTING ROOF AND 5UfRFACE RUNOFF ARE NOT TO BE D15CHARGED INTO THE FOOTING DRAIN SYSTEM 39 AND SHOULD BE HANDLED BY A SEPARATE RIGID TI6NTLINE DRAIN 5Y5TEM. 35 D3 CONCRETE WALL DRAINAGE D3 JACK TRUSS SHEAR TRANSFER 44 / 140 / 136 45 44 (40 D3 D3' 41 HE)U2 8 HLDU5 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 W1 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 O NAIL ALL ADJACENT � TRUSS CHORDS UJ/ (3) ad NAILS t0 WALL SCUD O BLOCKING BEHIND SHEATHING CUT FOR FLASHING EXAMPLE RE5IDENCE 32 $d 16d ---------------- 33 0 f SEE 5NEARUJ,4LL TABLE FOR ADDITIONAL NAILING DECK LEDGER CONNECTION r30-*'*� D3 O 5HE,4R lU,4LL PER PLAN O 2x4 PRESSURE BLOCK UJ/ (2) lmd TOS NAILED EACH END )2x BOTTOM PLATE PER SHEARUJALL SCHEDULE UJ/ 16d im 4' O.C. 93/4" t 4G FLOORING O tRU55/R,4FtER PER PLAN *HI EACH TRUSS (UN.O.) O 1/16" OSB U1/ad 611O.C. a PANEL EDGES 12'O.C. FIELD OR CxUJB lU/ SCREWS. OHANGER PSR TRUSS MFR 02x6 BLOCKING W/ 16do6'O.C. TO TOP PLAT ([DE3EAM/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. 31 �,D3:)l $ O 2X SOLS PLAN t0 RIM W/16d Q 6' O.C. U.N.O. O 3/4 74G 70 RIM: O 2X OR MFR FLOOR JOIST * ORIM 70 MUD SILL W/16d o 4" O.C. U.N.O. O ANCHOR BOLT PER PLAN � O SHEATHING TO STUD 5EE SHEAR WALL SCHEDULE O (3) 6DU1522400D5 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 32 D3 (1)MANUFACTURED ROOF TRUSS WITH ENERGY HEEL 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 O 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 PER DESIGN PLAN 45 DRAINING SOILS. 12' OF DRAIN r37 SILL lU/FILtER FABRIC D3 OKEY (N07 REQUIRED IF 5L,45 I PRESENT A7 FOOTING) FOOTING 12' MIN BELOW GRADE. O BELOW GRADE IS NOT REQUIRED IF SLAB PRESENT FOOTING TO BEAR ON O FOOTING MBAR *4 Q Im" O.C. FIRM UNDISTURBED WITH 3' COVER NATIVE SOIL OR OICEI'WAl' RE5AR TO MATCH ENGINEERED SILL VERTICAL REBAR SPACING Tec 10012 UNRESTRAINED CONCRETE WALL - 40 F&F 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 PERFORATE[) 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 POST OR STUDS PER PLAN WIDENED FOOTING ROOF AND 5UfRFACE RUNOFF ARE NOT TO BE D15CHARGED INTO THE FOOTING DRAIN SYSTEM 39 AND SHOULD BE HANDLED BY A SEPARATE RIGID TI6NTLINE DRAIN 5Y5TEM. 35 D3 CONCRETE WALL DRAINAGE D3 JACK TRUSS SHEAR TRANSFER 44 / 140 / 136 45 44 (40 D3 D3' 41 HE)U2 8 HLDU5 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 W1 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 O NAIL ALL ADJACENT � TRUSS CHORDS UJ/ (3) ad NAILS t0 WALL SCUD O BLOCKING BEHIND SHEATHING CUT FOR FLASHING EXAMPLE RE5IDENCE 32 $d 16d ---------------- 33 0 f SEE 5NEARUJ,4LL TABLE FOR ADDITIONAL NAILING DECK LEDGER CONNECTION r30-*'*� D3 O 5HE,4R lU,4LL PER PLAN O 2x4 PRESSURE BLOCK UJ/ (2) lmd TOS NAILED EACH END )2x BOTTOM PLATE PER SHEARUJALL SCHEDULE UJ/ 16d im 4' O.C. 93/4" t 4G FLOORING O tRU55/R,4FtER PER PLAN *HI EACH TRUSS (UN.O.) O 1/16" OSB U1/ad 611O.C. a PANEL EDGES 12'O.C. FIELD OR CxUJB lU/ SCREWS. OHANGER PSR TRUSS MFR 02x6 BLOCKING W/ 16do6'O.C. TO TOP PLAT ([DE3EAM/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. 31 �,D3:)l $ O 2X SOLS PLAN t0 RIM W/16d Q 6' O.C. U.N.O. O 3/4 74G 70 RIM: O 2X OR MFR FLOOR JOIST * ORIM 70 MUD SILL W/16d o 4" O.C. U.N.O. O ANCHOR BOLT PER PLAN � O SHEATHING TO STUD 5EE SHEAR WALL SCHEDULE O (3) 6DU1522400D5 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 32 D3 (1)MANUFACTURED ROOF TRUSS WITH ENERGY HEEL 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 O ROOF SHEATHING PER PLAN UJ/ ad a 6" cc INTO BIRD BLOCK $LOCKING. O SIMPSON Hl CLIP. TYPICAL At ALL TRUSS BOTTOM CHORD t0 DOUBLE TOP PLAN INTERSECTIONS O SOFFIT MATERIAL PER DESIGN PLAN 45 41 r37 33'� D3 D3 EXTEND SHEATHINCs TO TRUSS BOTTOM CHORD D3 i2AISED HEEL TO SHEAR WALL GONN�CTION (IF i2EQUIRED) D3 000 z 0 7n W L h� C 4 ai 0 wI rte+ Q 0' N (� rr UN O ' -0 N fii •L N � a) 0 N O cLU w:E C -0 :3o L L C U C O N V O V� 0 0 Q Q w CL 0 f6 ~ N a) U L L U C CZ o cc 0 (n !C cC Q C N a) _N Q U U •§ U= N j, O N N c m 0 N U)ns70U a 7 BUILDING CODE 2018 I5C WIND EXP. 5 91 MRI SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 R5F ENG. P.E. JOIN N. DATE 02.11.22 REVIEW ZACK C. ANALYST JOE G. SHEET 6 OF , SHEETS PROJECT NUMBER 220074 22 COPYRIGHT@2022 I-IODCxE ENGINEERING, INC. THIS DOCUIENT �IAS BEEN DIGITALLY SIGNED MR Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ 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 N v RX D ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC -- SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 M101191" HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SPECIAL INSPECTIONS AND TESTS OF SOILS (1705.6) DIAMETER (IN.) CONTINUOUS PERIODIC TYPE SPECIAL SPECIAL ITEM INSPECTION INSPECTION 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE AGGREGATE NOTES DESIGN BEARING CAPACITY. _ X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER _ X MATERIAL. (1) MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFE THICKNESSES DURING Fb=1700 PSI (SACKS/YARD) PLACEMENT AND COMPACTION OF COMPACTED FILL. X _ 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE 3/4 - - HAS BEEN PREPARED PROPERLY. _ X FOR THE SEISMIC FORCE -RESISTING SYSTEMS OF STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F: PERIODIC SPECIAL INSPECTION SHALL BE REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES (102 MM) ON CENTER. (1705.12.2) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0. 200 SIEVE = 2/3 MAX. PASSING U.S. N0. 400 SIEVE 4, CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 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 54/2 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 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. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) 16d @ 6" O.C. AND WEB FILLER CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3)10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3)10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8)16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (M IN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2) 16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2)16d TOP OR BOTTOM PLATE STUD END NAIL (2)16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER RIM JOIST/BAND JOIST OR BLOCKING TO TOP PLATE/SILL/FRAMING BELOW TOENAIL 8d @ 6" O.C. 2" SUBFLOOR TO JOIST OR GIRDER FACE NAIL (2)16d 2" PLANKS FACE NAIL, EACH BEARING (2)16d (PLANK & BEAM - FLOOR & ROOF) BUILT-UP GIRDERS AND BEAMS FACE NAIL AT TOP AND BOTTOM 20d @ 32" O.C. 2 LUMBER LAYERS STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS JOIST TO BAND/RIM JOIST END NAIL (3)16d BRIDGING/BLOCKING TO TOENAIL, EACH END (2) 8d JOIST, RAFTER OR TRUSS CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE ADDRESSED ON THIS ENGINEERING. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IBC 2303.4.1.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. 000 V) Z 0 7n > W L c>, ac; 0 0 rr U N O N fii •L N ' a) 0,14-0 L �o w Q 1p (� �� Qom, � o 0L L c o 2 (nC4- c w 0 U f6 a) N V0 O V 0 0 f6 ~ o a) U i L U C q ui O _ +, l &- . M ai ��0 0 co0�4cEEc z F -(.J-) cm ca cm Q o :3Ccm 02�2a) 0 U U '§ U_0 N Ca >% O NC cn N LO '� N �� v a 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 02.11.22 REVIEW ZACK C. ANALYST JOE G. SHEET 7 OF , SHEETS PROJECT NUMBER 220074 GOPYRICxHT cQ2022 I-IODCxE �NCxINE�RINCx ING. D Y Ub4G 196-23—D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION