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MM 4 ENGINEERING2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220280 FOR: RUSH CONSTRUCTION PLAN: VISTA 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 SEE SHEAF3UALL SCHEDULE OWNER PER OWNER OWNER (3(o)-5DS)/4'x 2�' TO 6x6 MIN. RESPONSE S1 RESPONSE SS 12K CAPACITY 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4659 1.2869 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN 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. EXTEND HEADER OVER PORTAL FRAME PER DETAIL 501 HOLDOWN SCHEDULE SIMP5ON PRODUCT FASTENERS POSITIVE POST TO FOOTING CONNECTION MODEL NUMBER 20'DIA. OR 24"DIA. x 0' ANCHOR BOLTS NAILS SCREWS CAPACITY* SNOW HDU5 - HF MEMBER 4340* N/A (14)-6DSY4'x 2�' TO (2) STUDS 65 5/844 URO. HDU5 - DF MEMBER 5645" 3-1/2'x12" GLB MIN. RX HDU8 - HF MEMBER 58200 N/A (20)-SDSYa x 212' TO (2) STUDS 5ST525 OR 55 7/8'x24 HDU8 - DF MEMBER 7870* 0=(2)2x4 MIN. URO. HDUII - HF MEMBER 8030* N/A (30)-5D5Y4'x22- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 9335" SEE SHEAF3UALL SCHEDULE HDU14 - HF MEMBER 9260" N/A (3(o)-5DS)/4'x 2�' TO 6x6 MIN. 55160' URO. HDU14 - DF MEMBER 14445* 12K CAPACITY 6EE 140LD0U11/6TR4P 6G14EDULE HDU5 5THD14/5THDI4RJ - 3500* (2) STUDS W/ (30) Ibd N/A N/A M5TC4853 - 3900' PER MFR N/A N/A MSTC6653 - 4490O PER MFR N/A N/A C514 - 2490" (18) 8d EACH END N/A N/A HOLDOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-51MF'5ON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND FOR POINT LOAD KEY POSITIVE POST TO FOOTING CONNECTION FOR ENGINEER USE ONLY MEMBERRX 20'DIA. OR 24"DIA. x 0' ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2.0 SNOW 3.0 BEAM DESIGNATOR 24"x24"x6' W/(2) *4 EACH WAY FOR PLAN REVIEVJ USE ONLY RX 48 DF*2 3-1/2'x12" GLB POST PER PLAN RX STUD/COLUMN ® -4x4 I =2x6 DESIGNATOR 1=2x4 ® =4x6 1=(2)2x6 0=(2)2x4 ® =6x6 ■=(3)2x6 ■=(3)2x4 0 =6x8 0=(4)2x6 .=(4)2x4 N =8x8 SHEARWALL DESIGNATOR SEE SHEAF3UALL SCHEDULE 36 Dj SWI HOLDOWN/STRAP 3(o'x36 "x12' W/(4) *4 EACH WAY DESIGNATOR STHDI4 12K CAPACITY 6EE 140LD0U11/6TR4P 6G14EDULE HDU5 l2X;S14e C614 DETAIL CALL -OUT 42"x42'xl2' WK5) *4 EACH WAY 6EE 'DI' 6FOR 1 16SK CAPACITY CORRESPONDING DETAIL 1 POST PER PLAN D1 48'x48'x12' U)/(6) *4 EACH WAY 4x8 DF02 48 DF*2 (RD R1 FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24"DIA. x 0' O20oR24 ® POST PER PLAN 2BK CAPACITY OR 4.0K CAPACITY 24 24"x24"x6' W/(2) *4 EACH WAY 5BK CAPACITY POST PER PLAN 30 O 30'x30'x10" W/(4) *4 EACH WAY ® 5.5K CAPACITY POST PER PLAN 36 3(o'x36 "x12' W/(4) *4 EACH WAY ® 12K CAPACITY POST PER PLAN 42 42"x42'xl2' WK5) *4 EACH WAY 16SK CAPACITY POST PER PLAN -72 60 54 46 48'x48'x12' U)/(6) *4 EACH WAY 21K CAPACITY 54'x54'x13' UJ/(7) *4 EACH WAY 21K CAPACITY &0'x60'x14' UJ/(8) *4 EACH WAY 33K CAPACITY -72"x-72'Aro" W1111) *4 EACH WAY 41K CAPACITY 4 POST PER PLAN o POSITIVE POST TO FOOTING W/ S2MA3BB 5, OR M1 5 U.N.O. ° Q °REBAR ° MAT PER FOOTING SCHEDULE 3' FROM SOILOSIDES 4 BOTTOM °. G ' 5ED 4 / BULL ,41N FLOOFR F,41„fING� / FOUNDATION FLAN EN�INEEfRING; UPPER FLOOFR FFRAING; G,4VIT-�' LOAD ENGINEEFRING 5,4TH OPTION DO NOT SC4LEN/4" =1' ) DO NOT 5C,4LE(1/4" =1' PROVIDE ALL FINAL 514OP DRAWING5 TO HODGE ENGINEERING A5 50ON A5 COMPLETED. IF DESIGNER'S DRAWING5 DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER DO NOT 5CALE(1/4" =1') Digitally signed by John Hodge Date: 2022.05.20 07:45:38 -07'00' ruz z ~ O 0 W 4 IL W O (i inr O O Z \�'. 1.0/ U) N r __ 3bD0 r)(Acsa u r, - r -I PC- r -I N - r -I N BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW C D 25 PSF ENG. P.E. JOHN H. DATE 0520,22 REVIEW ZACK C. ANALYST JOE G. SHEET S1 1 OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT© 2021 HODGE ENGINEERING INC. I BMD T Y D R WAC 196-23-0T0 WITH A GL05AL SIGN CERTIFICATE. THE CERTIFICATE MAY 5E REMOVED BY TEE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220280 FOR: RUSH CONSTRUCTION PLAN: VISTA SITE CRITERIA 24" O.C. TfRU551RAFTER5 DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M t =2x6 I=(2)2x6 CATEGORY ® =6x6 ®=(3)2x6 OWNER PER OWNER OWNER ®=(4)2x4 RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES LL Rl C� co X -I- v It 0 TYPICAL GABLE 5L IDS = IN file f=fREE =5fiNIDING TU5 DO NOT 5CY4LEN/011 = V) DO NOT 5CALE(1/011 = V) 00� ING C:;: -R V IT:"" ' �0/ IN��IN� DO NOT &CY4LE(1/4 11 = V) DRAWING5 TO NODCsE )N AS COMPLETED. SER STRUCTURALLY FROM EKING WILL BE REQUIRED. STS AND TRUSSES PER :TLIRER LEGEND 24" O.C. TfRU551RAFTER5 POINT LOAD KED' NOMINAL SPAN RATING FOR EWGINEER USE ONLY MEMBER RX *ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 2/16 LIV 2 32/16 SNOW 3.0 SEAM DESIGNATOR I15 PSF FOR PLAN REVIEW USE ONLY RX 4xO C)F#2 1(0" O.C. TRUSS/RAFTERS 3-1/2"x12" CELS NOMINAL SPAN RATING 1�X STUD/COLUMN I00 PSF ® =44 DESIGNATOR ® =4x6 t =2x6 I=(2)2x6 , =2x4 ■ =(2)2x4 ® =6x6 ®=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x6 ®=(4)2x4 N = 8x8 SHEARWALL DESIGNATOR W SEE SHEARwALL SCHEDULE SwI Swl SwI HOLDOWN/STRAP DESIGNATOR STHEM SEE HOLDOwNI/STRAP SCHEDULE I�DU5 2 .r,6ITs7 C614 DETAIL CALL -OUT SEE 'D1' SHEETS FOR 1 CORRESPONDING DETAIL 1 DI) ROOF 5HEATHING SCHEDULE 24" O.C. TfRU551RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS O 40 fi'SF 7/16' 2/16 70 PSS 15/32', I/2' 32/16 130 PSS 19/32', 5/8' 40/20 I15 PSF 23/32', 3/4' 48/2 ROOF 5HEATHING 5CHEDULE 1(0" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS I00 PSF 1/16' 24/16 ISfd PSS 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOISt WITH EDGE SUPPORT. R5032.1.1(I) PROVIDE ALL FINAL SHOP DR4WING5 TO HODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DIRAWING5 DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND 51R4GE J015T5 AND TRLI55E5 PER MANUFACTURER ENGINEERED USING BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRUSS CO. JOB NUMBER J]056562, DATED 03.1220. DO NOT SWITCH TRUSS MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODCsE ENGINEERING, INC. TRUSS FASTENER SCHEDULE: A35 9 32' cc OR 5DWC 6 a I6' OC. (TYPICAL AT ALL GABLE ENDS) NI - TYPICAL A7 ALL TRUSS TO PERPENDICULAR TOP PLATE LOCATIONS ILIN.O.J (2)H2.55 - TYPICAL AT ALL MULTIPLE PLY TRUSS TO PERPENDICULAR TOP PLATE LOCATION5 IUN.OJ LGT3 - Cl (L) VCxt - Cl (R) (LXMXR) DENOTES LEFT, MIDDLE RIGHT 7RU55 BEARING. REFER TO BUILDER PROVIDED TRUSS MFR PROFILES FOR ADDITIONAL INFORMATION. L h� N N C C -'t") O wI rte+ 70 L QN trr U N i O �' N fii •L N 'y')) a) .O N O cLU C w �C�Q>_��o LL C O C (: � a>ooC�. o o�� f6 a) N V O) :5 O V 0 0 c� f6 ~� O a) U >_ L U C 7 +0o a 0 cN�>_C�EC CL Uri t N Z O U (a N '� o) N 70 N v 0 �CFN� C�C1_ Q �C�c�a�i� tea) Q U U '� U N j, O NC LO '� N -0 U Q -0 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FSS ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET Z OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION O z o_ 1L _ Q W O IL H N a D r O 6 z L h� N N C C -'t") O wI rte+ 70 L QN trr U N i O �' N fii •L N 'y')) a) .O N O cLU C w �C�Q>_��o LL C O C (: � a>ooC�. o o�� f6 a) N V O) :5 O V 0 0 c� f6 ~� O a) U >_ L U C 7 +0o a 0 cN�>_C�EC CL Uri t N Z O U (a N '� o) N 70 N v 0 �CFN� C�C1_ Q �C�c�a�i� tea) Q U U '� U N j, O NC LO '� N -0 U Q -0 BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 FSS ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET Z OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220280 FOR: RUSH CONSTRUCTION PLAN: VISTA EXTEND HEADER OVER PORTAL FRAME PER DETAIL 5/DI NAIL 5HEATHING TO ALL AMINCs MEMBERS USINCs Sd W/ 3' GRID PATTERN. INSTALL SIMPSON L5TA STRAP g BACKSIDE ROWS Ibd SINKER 6 3110.C. SITE CRITERIA SIMPSON PRODUCT DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD M 551x30' U.N.O. CATEGORY (HF x 0.93) SU11 OWNER PER OWNER OWNER d Is ' O.C. 16 6 RESPONSE S1 RESPONSE Ss 2601365 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN SHEATH SHEATH DZ BOTH SIDES BO?N SIDES W/8' STEM W/8' STEM Q PORTAL m PORTAL f=fREE -5T NID INS TU5 Of=TION DO NOT 5GALEN/a 11 = 1'J SHEATH ALL EXTERIOR WALLS ASCJ�� UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM HOEDOWNS SU11 5LIEDE-IN Tum Of=TION DO NOT 5C;ALE(]/& 11 = 1'J SHEATH ALL EXTERIOR WALLS ,48 CJuji UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM HOEDOWNS IDO NOT 5CY4LEW& 11 = V) IAIN FLOOfR LATEfRAL ENGINEEfRING DO NOT 5CALEN/a 1' SHEATH ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE YENTS TO BE 12' MINIMUM AWAY FROM NOLDOUINS 3'o.c. NAILING - CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS 5HEAR WALL NAILING 5CHEDULE SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 4 2x 50TTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SHEAR WALL APA RATED SPACE s 5LOCKING s PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW J015T BELOW (DF VALUES) MIN. U.N.O. HDUII - HF MEMBER 80300 EDGES (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 (HF x 0.93) SU11 1/16' OSB ONE SIDE ad Is 6' O.C. 2x STUD d Is ' O.C. 16 6 (2)�16d a 16 O.C. 5/6' a 46' O.C. 1/2 tv 36 O.C. 2601365 C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) STUDS W/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR SU12 1/1(01055 ONE SIDE 8d 6 4' O.C. 3x STUD (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' ,s 40' O.C. 112',s 28 O.C. 360 / 532 N/A N/A or SU13 1/1(01065 ONE SIDE ad a 3' O.C. (2) 2x STUD 16d s 4' O.C. (2)�16d Is 16 O.C. 5/8' -9 24' O.C. 1/2 s 11 O.C. 41301685 OL SWC 1/1(01055 ONE 51DE ad 6 2' O.C. (2) 2x STUD 16d s 4' O.C. LTP4 a 16' O.C.5/8' 0 21' O.C. 1/2 -9 15 O.C. 64016135 ci H SUS 1/1(01055 50TH 51DE$ 8d a 3' O.C. (2) 2x STUD 16d a 4' O.C. LTP4 6 16' O.C.5/8' t112' O.C. 1/2 8 O.C. 980 / 1310 D r SHEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50 JOINTS ON T14E OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5. (3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROUES OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED U1/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE bio' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16' O.C. MAX. (14) 5U5 5HEARWALL REQUIRES 4-1/2' PLATE WASHER (15) 5HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL Tl -I1 OR 5/16 HARDIE PANEL (16) SIMPSON MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS NOMINAL MODEL NUMBER RX ANCHOR BOLT$ NAILS SCREWS CAPACITY# SNOW HDU5 - HF MEMBER 43400 N/A (14)-SDS)/4'x 2Y' TO (2) STUDS 55 5/844 U.N.O. HDU5 - DF MEMBER 5645* 40/20 MIN. STUD/COLUMN HDUS - HF MEMBER 58200 N/A (20)-SD6 Y'x 2Y' TO (2) STUDS $5T528 OR $51/8'x24 HDUS - DF MEMBER 18100 ® =6x8 ®=(4)2x6 MIN. U.N.O. HDUII - HF MEMBER 80300 N/A (30)-$D$ J/4'x2 2- TO 6x6 MIN. 551x30' U.N.O. HDUII - DF MEMBER 93350 15/32', I/2' SU11 SIU( SU11 HOLDOWN/STRAP HDU14 - W MEM5ER 9260* N/A (3(o) -SDS Y4'x 2V2' TO 6x6 MIN. 551x30' U.N.O. HDU14 - DF MEMBER 14445* (2re614s C614 DETAIL CALL -OUT 5THD14/5THD14RJ - 3500* (2) STUDS W/ (30)16d N/A N/A M5TC4853 - 39000 PER MFR N/A N/A M5TC6653 - 44900 PER MFR N/A N/A C514 - 2490* (18) ad EACH END N/A N/A Uf=f=ElR f=LOOfR LATEfRAL ENGINEEfRING_ DO NOT 5CALE(1/0 1') SHEATH ALL EXTERIOR WALLS AS CJUJI UNLESS NOTED OTHERWISE. HOLDOWN NOTES: ll) INSTALL ALL $HEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SU55TITUTION WITH NON-51MPSON ANCHOR$ WITH ENGINEER'5 APPROVAL. (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) LEGEND 24" O.C. TRU551R)4FTER5 POINT LOAD KEY NOMINAL FOR ENGINEER USE ONLY MEMBER RX =ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 LIV 2 0 SNOW 3.0 $EAI" I DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4x8 DF42 3-1/2"x12" CRL5 40/20 RX STUD/COLUMN 48/24 ® =44 9 =2x6 DESIGNATOR ® =4x6 I=(2)2x6 a =2x4 ■=(2)2x4 ®=6x6 ®=(3)2x6 •=(3)2x4 ® =6x8 ®=(4)2x6 •=(4)2x4 ®= 8x8 514EARWALL DE61GNATORw1 1/16' SEE S�-IEARWALL SO4EDULE 7 15/32', I/2' SU11 SIU( SU11 HOLDOWN/STRAP JOIST WITH EDGE SUPPORT. DESIGNATOR STWD14 SEE WOLDOWN/STRAP SCl-IEDULE WDU5 (2re614s C614 DETAIL CALL -OUT O SEE 'Dl' Sl -LEETS FOR 1 CORRESPONDING DETAIL D1 ROOF SHEATHING SCHEDULE 24" O.C. TRU551R)4FTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) tNICKNESS O 40 PSP 1/16' 2411(o 10 fi'SF 15/32', I/2' 32/16 130 PSS 113/321,5/6, 40/20 115 PSF 23/32', 3/4' 48/24 ROOD SHEATHING SCHEDULE 1(0" O.C. TfRU&&/fRy4FTEfR5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 1/16' 2411(o ISfd PSS 15/32', I/2' 32/16 LOr1Cs DIMENSIONS PERPENDICULAR t0 ROOF JOIST WITH EDGE SUPPORT. r�o3saxu L cC U N L O� N fii •L N ( N .0 N O a) a) W �c�QL0�(3 o f6 cJ L c o c c >��ooc�. f6 N N V O'2 O V c 0 0 f6 H O N U L L U c�N N 4 i N �. c c o o c o N_ L c c tN O U N 2 •� m N-0 N v N c c L Q E :3c 0) N N _N Q U U— U-0 N m j, O 2 c m o a cn (0-0 U a -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION O Z o W O OL N ci H a D r O 0 z L cC U N L O� N fii •L N ( N .0 N O a) a) W �c�QL0�(3 o f6 cJ L c o c c >��ooc�. f6 N N V O'2 O V c 0 0 f6 H O N U L L U c�N N 4 i N �. c c o o c o N_ L c c tN O U N 2 •� m N-0 N v N c c L Q E :3c 0) N N _N Q U U— U-0 N m j, O 2 c m o a cn (0-0 U a -0 BUILDING CODE 2018 IBC WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 3 OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. DIGITALLY SIGNED R Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 220280 FOR: RUSH CONSTRUCTION PLAN: VISTA 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' 32/16 OWNER PER OWNER OWNER ®=(4)2x4 RESPONSE S1 RESPONSE Ss 25 PSF 97 MPH B D D II <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES PIERCE COUNTY BASEPLAN RETAINING WALL DETAILS FOR STEM WALLS OVER 48' U.N.o. 26 27 D2 D2 a Q SHEATH SHEATH BOTH 51DE5 BOTH 51DE5 3 C fR Of=T ION t"l IN f=LOOfR f= fR t"l ING/ f=OUNID T ION '=L N ENGINEEfRING DO NOT eCy4LEN/4 11 = V) ENSURE VENTS ARE NOT AT NOLDOIUN OR POINT LOAD LOCATIONS (TYP) 3 C Of=T ION 00f= f=fR ,41I INS GfR VIT:"" LOAD ENC=:;lNEEfRlNG DO NOT 5CY4LEN/4 11 = V) PROVIDE ALL FINAL SHOP DR4WINCs5 ?0 HODCsE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE J015T5 AND TRU55E5 PER MANUFACTURER ROOF 5HEATHING 5CHEDULE 24" O.C. TRUSS/RAFTERS SNOW LOAD NOMINAL SPAN R,gtlNCx (UP TO) THICKNESS RX 40 PSF 7/16' 24/16 70 PSP 15/32111/21 32/16 130 PSF 19/32', 5/8' 40/20 175 PVF 23/321,3/41 48/24 ROOF 5HEATHING 5CHEDULE I(0" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP t0) THICKNESS 100 PSF 1/16' 24/16 IS(d PSF 15/32', I/2' 32/16 LONG DIMENSIONS PERPENDICULAR t0 ROOF JOISt WITH EDGE SUPPORT. 125032.LI(U SHEATH SHEATH BOTH SIDES BOTH SIDES 3 G,4fR OPTION MAIN f=LOOfR L TEfR L E DO NOT 5CALE(1/0 1' J SI-IEAtN ALL EXTERIOR WALLS AS Lui UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS 3'o.c. NAILING - CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS LEGEND POINT LOAD KED' FOR EWGINEER USE ONLY MEMBER RX *ROUNDED TO NEAREST KIP TOTAL DEAD 6.0 LIV 2 0 SNOW 3.0 SEAM DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4xO r,)M 3-1/2"x12" CELS o_ 1�X 5TUD/COL_UMN ® =44 DESIGNATOR ® =4x6 t =2x6 I =(2)2x6 , =2x4 ■ =(2)2x4 ® =6x6 ®=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x6 ®=(4)2x4 N = 8x8 SHEARWALL DESIGNATOR W SEE SHEARWALL SCHEDULE swI 5111,61111 SwI HOL.DOWN/STRAP DESIGNATOR STHEM SEE HOLDOWNI/STRAP SCHEDULE I�DU5 2 .r,6ITs7 C614 DETAIL. CALL. -OUT SEE 'D1' SHEETS FOR 1 CORRESPONDING DETAIL 1 DI) L h�c 120 wI rte3 Q 0 _'_ N 0 tO 7'0N fii •L a) CL a) O a) O cLU f6 a J L L75>%c" � a ; EXTENT OF HEADER WATER HEATER D .0 DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"X11,' NET � � FOR A PANEL SPL ICE (IF SHEATHING PER 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/ 1/6z STRAPS LOCATED 1 /3 ,�UJ,��' ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 24" OF MID-HEIGHT. ONE ROW OF MIN GAP. EDGE CL I P5 o ° o FASTEN SHEATHING TO �IE,�DEIz T1=. S�IE,�T�IINC TO 1=fi�,�1„IING z FROM TANK CAP AND S,�SE. ° d ° RECOMMENDED FOR 24/1(o 0 3 ° d ° UJ/ ad COMMON OR GALVANIZED NAILING 15 REQUIRED. IF 2x4 — � � ° � ° ° SOX N,4IL5 IN 3' GRID P,�TTERN RATED SHEATHING WITH to � LAG BOLT PER SEISMIC z 0 9 2 0 0 0 II 5LOCKING 15 USED, THE 2x� 5 •: MAXIMUM SPAN 2� INCHES > o AS SHOWN AND 3 O.C. IN ALL W STRAP MFR ,4NC�-IOi� INTO O ° 0 ° MUST 5E NAILED TOGETHER UJIT�-I w 2 X STUD PLACES ° ° ° ° ° ° ° ° ° 0 0 ° ° ° ° FRAM ING (STUDS, 5L OCK ING, Sd N,� I L S " O.C. ,�T °° °° °°° °°°°° °°° (3)1(ooI51NKERS. 2 II 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AND SILLS) TYP. - 51RD BLOCKING fL 2 DRYWALL PER PLAN ° ° ° ° ° ° ° ° � 2 (2) CONTINUOUS #4 RE5AR AT 0 0 0 0 0 0 0 0 0 j j j 0 0 0 0 0 0 0 0 0 SHEATHING 5REAK 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 WALL � 0 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 00 II RE5 P • .. W O 3 3 4NAILS 3 O.C. T�'P. , TO TOP OF DOU5LE TOP 0O 0O �• �• O0 jj 00 a6 12 O.C. �O VENT FLUTE - ° ° °' (BACKSIDE) (BACKSIDE) (BACKSIDE) ' ° I I ° ° � LSTAla ST RAP (5ACK51DE). USE II ;: PLATE a o L-° ° ° ° ° LONGER SERIES TO EXTEND TO j S STEM UJ,�LL o 2 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ;REQUIRED 5IMP50N H1 6 EACH TRU55 ® ANCHOR 5, 5E TO WALL � ° ° ° ° � � � 0 0 0 0 0 0 0 010 0 TOP OF PONY WALL, IF PRESENT. . . � OR RAFTER 1 ° ° ° ° ° 0 ° 0 MIN. WIDTH=1(o" FOR ONE STORYPERPENDICULARTO o _ � � \ . P _ STRUCTURES, 24" FOR USE IN THE - _ .. .. .. .. .. PLATE INTERSECTION U.N.O.UO • • • • • • • • X :: :: :: :: :: FIRST OF TWO STORY STRUCTURES � ® (2) H2.S,� 1=0R MULTI PLi� .. .. .. .. .. PLAN VIEW � :: :: :: • . • . • . • • • • • • � MIN. (2) 2x� (,ALL DM) OR (2nx� . .. • • • • • • .. 3 MFR TRUSSES 6 24" O.C. W/ 70 . . . . • • S • . S . . � Q Oi + 2 II � • • PLAN 8001= SHEATHING = � � � � � o N 1/1 055 SHEATHING MIN. ~' .. .. .. NAIL UJ/sd 6 � O.C. FOR � �° ��o • i • i i • i • i • • • • II i CU so so so so : -IN.. .. .. .. .. STHD1 (UN.o ON PLAN) ' • ' • PANEL EDGES ,SND 12 O.C. � cN V ��o moo �( 0 0 0 0 0 0 0 �� !!�� 0 0 0 0 0 0 0 0 • • • IN FIELD Q z � cn c C E2 Q cn co 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 • •• j -L a) -R N L N Z .p' d .p. I �0� p �p� �p� HEADEREXTENDED OVER I H L b S STEM UJ,4LL ,� REQUIRED all A SHE,�PUJ,4LL • . SHEATH ,ALL GA5LE ENDS �' _ = 0 � � °' `� Q � _ _ _ moo a�NoaEoc as v. A d. fl. °. D fl. °. D z N cn N O v O a ,4 a s D. °. rp.D, ° o D °. rp.D, ° o D. 0 a. 1 II •• U51NG5W15HEARWALL_�`� U�L�,cE0c°, °__—=_- — q— __—=_= — — /S ,�NCHORSOLTUJ/IEMBED L� � _ A a - - o - o D° SECTION f•-t f�-t II 1 II • a Q U U V � >. N SCHEDULE 4da a e ' D° b ; ' : , UJ/ MIN 3x3 x.229 PLATE WASHER _ L C N X. ri0 IBC FIGURM 2308.652 4 D5L 50TTOM PLATE 5 1 WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1 ad o 4x4 P05T UNO. GUSSET 6 GIRDER SPLICE. / 1(Od 2x SOLE PLATE TO RIM , 1 .iz P.T. POSTS IF LE55 THAN S" FULL DEPTH GU55ET EACH UJ/lid PER SHE�4RUJ,�LL W a / �� i 1 CUT TOP PLATE OR DROPSIDE� SCHEDULE �, 12 FROM 501L (l0)10d. MIN 4X(o POST o SEAM DO NOT CUT SEAM / s II $ .. $ II 9 ad 'm � o.C. 50TTOM PLATE _ (0 3/ T 4G SU5FLOOR ad NAIL j TA OST CONNECTION: 2 II � o � 2 DoUSLE TOP PLATE _ 2 LLPAND GLUE To JOISTS. ® ROOF FRAMER PER ROOF 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 5T22 OR 22 C514 WIDTH of POST W1 (S)10o1 2 � u 10 O.C. FIELD NAILING. � 3 FLOOR JOIST . UJ/(18)l0d OR DROP SE,�M UJ/ - - I I ® ROOF SHEATHING PER � -S POST CONNECTION: 5LOCK ALL 5EARING. FACE 2 . Root= SHEATHING 2 RIM To TOP PLATE WITH .. CONTINUOUS TOP PLATE. - GU55ET BOTH SIDES UJ/(lo) GRAN ,4T RIGHT ,4NGLES TO . / � STRAP M,4�' SE PLACED ON - - SCHEDULE lid ,�T S" O.C. (U N.O.) 10d NAILS. 45 DEGREE 2X4 JOIST. • 51DE OF TOP PLATE - N II 2 TOENAIL J015T TO TOP LATERAL 5RACE WI(4)l(od 5IMP60N EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING � • � � PLATE EACH 5 f DE (6) l(od NAILS � _ � OR MA5 W12x HF #2 STUDS AT On • � � S 12 POST CONNECTION: . 2 � 1(0" O.C. (UN.0) W/Sd NAILS ad SHEATHING TO STUD � (2) lid N,41L5 1�" O.C. CRO55 5RACE WITH 2X4 AS s DO NOT CUT INTO 45 r / o , 3/S MINIMUM EDGE PER 5HEARWALL � SHOWN uJ/(5 )1 � d EACH END. DEGREE SHEAR CONE of 3 � 3 / o � SE,4M PER PLAN ,ADD 4X4 5LOCK 5ETWEEN UND I5TUR5ED 501L D 15TANCE SCHEDULE WI(4)1(od EACH SIDE � � D5L 2X TOP PLATE 4 TOP • 2X CRIPPLES ' � .: � MID - SPAN � STRUCTURAL 1-1 /�" RIM PLATE To STUD uJ/(2) - • 1�d � 1�' O.C. 4 s g PLYWOOD FILLER � � . ° " 2 x STUD (AS REQUIRED) ° � 3/4T 4G 5U5 FLOOR 4� 3 HEADER PER PLAN - / j j g MULTIPLE STUD51=oR ° POINT LOAD FROM A50VE 9 / � FLOOR J015T PER PLAN (2) lid N,41L5 �o � SQU,�SH BLOCKS DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL ' � � INT ,4 MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS / o g SEPARATE FLOOR TO RIM 50ARD TO FLOOR NO STRAP REQUIRED IF •o. ••' • • •� 2 ( FLOOR CONNECTION 12 JOIST WITH (2) lid CONTINUOUS TO AT •. ' ' / P PL E DETAIL 11 ... 2 .. . s • CONTINUOUS FULL HEIGHT 5EAM ANDSly O T D1 =_ 1U.9'/ sFLOORTOFLOORCONNECTION D1 „VERTICAL 055. 5REAK� 5ETWEEN TO PLATES O 0 5E EE P PL E AN EXTEND OWN OVER x T A AN QD . D E EDD ER j 2 STUD WALL PER PL � / Mu 51 O . D LL � FOOTING / 2 CONCRETE SL,�S PER PLAN N 3 G SLocK ,ALL PANEL N ' ^ EDGES NOT LANDING ON 3 V,�POR 5�4RRIER O .q 2x MEMBER � PER PLAN (D I FOOTING CORNER /00000� see I\ TOP/50TTOM PLATE TO D � 2x PT UJ/ ,ANCHOR 5OLT5 N g STUDS UJ/ (2) l(od THRU 2 PER 5HEARWALL SCHEDULE N e . o • . ” NAILS TiP. (3) 1 � d THRU # II II Ilia FOOTING CORNER FOOTING 'T' 2 5TEMWALL CORNER Ho IZoNT,4 3 -� FROM 10 11 NAIL FOR 5W3, 5W4 4 5W5 z R L R • g TOP OF STEM AND 12 O.C. . SHEAR UJ,�LLS � d y II J 2 STEM SHOWN ® 3 30 M IN IM I UM LAP SPLICE 2x PT MUD SILL UJITH '� FJ3' %ii��i� i . 1 _ '\\\\\\\ a \\\\ #� VERTICAL DOWELS 3� 11 .,\\\\\\ \\\\ � � ��i�i�i�i�i�i� /�i�i�i �i ,ANCHOR 5OLT5 PER �i / / / / / I �' . / i,i � 1 %�\��\��\��\�/ ,, \�/ �\�•O.C. IF COLD JOINT. / 1 (4)VERTICAL RE5AR NOT SHEAR WALL TA5LE NCO N EXTEND TO 3 OF THESHOWN FOR CLARITY / (MIN OF 2 PER PLATE 4 'v��/����/� .�� \\\\ i / //�//\moi FOOTING SASE. EXTEND PERSPECTIVE OVERVIEW WITHIN 12 OF ,4N�' II ,�/�/ " ��i � 14' MIN. INTO 5TEMWALL CORNER) MIN FROM �� • «-- � �i� / --- /\�\� TYP (UN.0) �• EDGE - a._- a - v a -01 - a i-1 11= I I=1 I I=1 I I=1 I I=1 I I=1 I I� ,III=11 (2) #� CENTERED IN 2 3 � SL A5 ON GRADE WHERE -III—i I—II I—� I i—III-1 I I E ERED 2 .. s FoolING j2" MIN / a a / SPECIFIED PER PLAN °J a BUILDING II 1 •• D • , , • _ • ° ' g FOOT ING AND ROOF CODE 201a IBC STEM WALL CORNER STEM WALL T •, • • DROP JOISTS WHERE , D ' • •° ' . j � MIN. FOUNDATION D IMEN510N DRAINS IF REQUIRED D � SPECIFIED PER PLAN WIND • •• NUMBER OF FLOORS WIDTH THICKNESS WIDTH ° • SUPPORTED 5Y FOOT ING OF FOOTING OF FOOT ING OF 5TEM g NATIVE UND I STUBBED 50 I L EXP. 5 91 MPH D • . D 4 a ° 1 FLOOR 1211 � II II OR STRUCTURAL FILL PER SEISMIC DESIGN . 12` ° d. . V- as a 2 FLOOR 111 (Oil all GEOTECH CATEGORY D a ° 3 FL OOR 1811 s 11 g 11 a 1 FR05T DEPTH 5Y ROOF SNOW � � JURISDICTION LOAD 25 P5F rl2r8-6 ISc TA5LE isOg.� 3 CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTICN- D1 FOUNDATION WITH 6LA5 D1 2x STUD WALL PER PLAN ENG. P.E. (IFLOOR JOIST OR 1 JOHN H. LANDING 1 DRIVEWAY APPROACH PER DATE 1 2 3/� TSG SUSFLOOR (UN.O.) 1 1 ARCHITECTURAL SHEETS 020.22 2 2X� LEDGER UJ(2) lod � 2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW O.C. i' r- j GYPSUM WALL 50ARD 3 (3) 2x12 STRINGERS INSTALLED WIEEcl COOLER 2 GARAGE 6LA5 PER PLAN Foo I ,�N z,�CK C. FLOOR GIRDER PER PL • II NAILS 6 S" O.C. OR TYPE ANALYST 4 • . 5-1/2 MINIMUM MATERIAL 6 . AS- 51W SCREWS Q 1(o' O.C.� FULL DEPTH 5LOCKING JOE G. DIAGONAL 5ETWEEN R15E �J.3� � 3 CONTINUOUS RE5AR�REQUIRED AT ,ALL SEARING 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) � • � � . SUPPORTED ON 3/4 T 4G - ;: .� 2x PT UJ/ ,ANCHOR BOLTS 11 1 II PER 5HEARWALL SCHEDULE ad NAILED V O.0 i. 3 ad NAIL 12 O.C. ON ,ALL � �� /�����/ice/ice/i 1 . � COMPACTED S,�ND/GR,4VEL � ��. 2 ' 2 X ��\/�\/�\/�\/�\/�\/�\/� I I z 1 1 (o PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT AT D o D //////// . � #� HORIZONTAL 3 -� FROM g MELD PANEL EDGES (UN.0) _ / / / / / / / z - TO OF STEM ,�N 12" O.C. ��������������������� iii P E D . .. . , ... � CONTINUOUS SU1LD ING -� ,�,� ��/!��//�//�//// � �. ° 2X4 THRUST 5LOCK W110d /��/��/��/�� 24" STEM SHOWN 50 F8 SHEETS ORIENTATION OF CORNER � `� / / / / � ' o FOOTING PER FOOTING �i .�\i� „ g Q V O.C. NAIL TO LANDING : - II STUD M,4'� V,�R'� : ; DETAIL !�� 11 , #4 VERTICAL DOWELS � 3� J015T s • / PROJECT NUMBER //\/ O.C. IF COLD JOINT. EXTEND •(i)3/4' TSG SUSFLOOR ad NAIL O.C. ALL .\�/ • 1�--- 220280 o. HOLDOUJN PER PL,�N �/ `-- TO 3" OF THE FOOTING 2 y FRAM ING MEM5ER5 AT 3 2 1 ° 5A5E. EXTEND 14' MIN. g 2Xs LANDING JOISTS PANEL EDGES 4 12" O.c. „ INSIDE CORNER 2 ON ,4 F ,MIN M M 5 p O 0. -III—i i i I-1 I I—i I i—III-1 I I INTO 5TEMWALL (UN.0) A R l od 'a (0 O.C. RIM TO LL R G E 5ER Q o : 1 0 NOT AT AN 5 •,� /�\ � \ \ \ \ � � 12 FR05T DEPTH Y w 22 12TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5 // // // // :r JURISDICTION L5C AT TOP 4 A3Ss \ \ \ (D ad NAIL �' O C (LL (2) CENTERED IN FOOTING O.C. I • (,j/ MIN. FOUNDATION ON DIMENSION BOTTOM ,� . P�4NEL EDGESXUN.0) /\\ \\' NUM5ER OF FLOORS WIDTH THICKNESS WIDTH ([DNOTCH STRINGER TO REST SECTION i / SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM 11 FOOTING AND ROOF , 37886 a � II II II F�' STRINGERS SPANNING OVER ON LEDGER D o s T E �, . r • • . 1 FLOOR 12 � � DRAINS IF REQUIRED �1 ,� (o STEPS MUST 5E SUPPORTED 11 11 11 �ssio 2X TREADS WI(3) l0d � 2 FLOOR 1� ( $ NATIVE UND15TUR5ED 501L `� NAL uJ/�•X� SE,�M ON �•X� Po5T5. 12)EACH3 � 11 11 11 12 �:' POST TO 18" CONCRETE FOOTING STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER OR STUDUJALL ro OUTSIDE CORNER DETAIL GEOTECH 2rl3021 n �7 O 3 7/ 15C TA5LE 1009HO .1 4 DGE COPYRIGHT c ENGINEERING, INC. tWIS DOC *-Nt 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 WICA E M wlt�I a GLOBAL SIGN 4E JURISDICTION ON CERtIFICAt� MAY BE REMOVED BY tNE JURISDICtION 26) 22) 18) O GABLE END TRUSS 14) 0 O FACS OF FOOTING z O 2x FLOOR JOIST OR MFR O FLOOR JOISt PER PLAN O DOUBLE 70P PLATE (UN.O. ON PLAN) 0 SItE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SItE 1U0i21C ARE THE RESPONSIBILITY OF THE BUILDER O 70P OF SLOP JOIST. SPACING 4 SIZE PER ILW O CONTINUOUS VERTICAL AND CIVIL/GEOTECHNICAL ENGINEER. PLAN 3 O DIAPHRAGM OPENING SHEATHING OVER GABLE O N/3 BUt NEED NOT • O (3) Sd TOS NAILS EACH PER PLAN FRAMING UNLESGEOTECHNICAL GEOTECHNICAL REPORT IS PROVIDED t0 EXCEED gym' MAX • .. SIDE EVERY 16' ON CENTER O 16' OF BLOCKINCx lU/ 36' OO O 6' TIMB�RLOK OR 6' SDIUC NODG� ENGINEERING t+�� BEARING SOILS ARE ,4SSUM�D 70 B� 15mm PSS OR 2mmm PSF. UJN�N PROVIDED FOLLOIU (4) t0� OF SLOPE 0814 STRAP , AT 16' O.C. ALL DIRECTION OF TNS C��OTECNNICAL R�POR7. 2x CANTERED ON 3 BLOCKINC� O O TOP PLATE TO BOTTOM OL O N/2 BUT NEED NOT 3 DOUBLE 70P PLATE. FULL � SHEATHING PER PLAN O CHORD CONNECTION PER EXCEED 15' MAX � s DEPTH o o 6PE,4RUJALL SCHEDULE H N 3 2 O OO O BEAM/DBL JOIST PER PLAN � o � NOTES J O DACE OF STRUCTURE O SIMPSON A35 REQUIRED r o 0 �. FOR 5W2 � SO SHEAR AROUND OPENING (TYPICAL 0 -INSTALL SCREUJS UPWARD 2 �j UJALLS. (2) SIMPSON A35 A7 4 PLACES) (UN.O. ON PLAN) �j THROUGH COP PLACES INTO zj 0 SIU 4 SIU SPEAR IUALLS (STAGGER At EACH SIDS u(0O BLOCKING AOR SCRAP � 2 CENTER OF BOttOM TRUSS GN05D. (0 5 OF BLOCKING) -BRACE TRUSSES PER SGS(. ONow INTERIOR SPEAR WALL NAILING � SHEATHING CONSULT TRUSS MANUFACTURER FOR BRACINCx REQUIREMENTS. PER rJ' 3 SECTION VIEW OVERALL PERSPECTIVE PLAN. r26' r22 r18' i$c FIG 160s.1.1 14 INTERIOR 5HEAIRWALL TO PERPENDICULAR JOISTS ABOVE D2 LARGE DIAPHRAGM OPENING D2 GA5LE END TRUSS 5FRACING D2 FOUNDATION CLEARANCE SROM 6LOFE5 D2 .......... ........... SHEATH UNDER OVERFRAMINCx (o O � O 2x4 RAFTERS � 24' cc - (D(2) 2x4 LAMINATIONS U1/ (I) CD(5) 16d NAILS STACzCxER�D O 3x MEM5ER AT ADJOINING � \ SUPPORTED AT 6' cc MAX lU/ 2x4s ON TRUSS CHORD. � o ROW OF STAGGERED lmd - � COMMON WIRE NAILS a 12 cc ¢ M/N L4P At EACH SIDS OF TOP PLATS SPLICE. � / � � PANEL �DC��g FOR SO AND SIU SPEAR WALL I 2 2x6 RAFTERS � 24' cc. SUPPORTED A7 8' MAX W/ �" `" O C2) 2x6 LAMINATIONS UJ/ l2) �R pLq 2 4r� l3) 16d NAILS STAGGERED SECTION UJ/ 3X STUD SECTION W1 (2)2X SCUD SECTION W1 2X SCUD (SUJI ONLY) O SO SPEAR WALL Sd NAIL: 3 I cc 2x6's ON TRUSS CHORD. ROWOF STAGGERED I0d ,4t EACH SIDS OF BOttOM 4' EDGE - 12' FIELD O (2) 2x6 VALLEY BOARDS UN.O. "' MID o � COMMON WIRE NAILS 6 (o cc EACH SIDS PLAN SPLICE. �' �j SO SPEAR WALL Sd NAIL: 3' EDGE - 12' FIELD O UJ/A 3� 16d NAILS TRUSS � �,, 3 O l2) 16d NAILS � 16' oc INTO (o I � SIU SHEAR WALL SD NAIL., 2' EDGE - 12' FIELD O 2x6 RIDGE BOARD UN.O. (3) 2x4 LAMINATIONS W/ (1)j cp ROW OF STAGGERED 30d 4 SCUDS � O i/16' OSB SHEATHING o �� COMMON WIRE NAILS a 16'0 � SIMPSON 36" CSI MAY BE � 2 ' ROOF SHEATHING PER PLAN � EACH SIDS _ - USED IN LIEU OF NAILING AS IND ICATEN07 SHOWN FOR D.( � 2x MEMBER FOR SHEAR O VENTILAtION ACCESS PER O (3) 2x6 LAMINATIONS W/ (2) CLARITY) 3 UJ,4LLS MID PANEL (FIELD) BUILDER 22-I/2"x48" MAX 2'r� ROWS OF StAC��R�D 30dO COMMON WIRE NAILS 8'oc SPEAR WALL PER PLAN DIMENSION. �_��2, � ° EACH SIDS O (2) 2X MAY 8E USED IN 1-1/2 PLACE OF 3X PER SPEAR NOTE: PLACE SPLICE WALL NOTES (D APPLIES WHEN NO OTHER SIU( SPEAR PANEL 2 SPLICE IS INDICATED. FOR COMPARISON SUJ2, 5W31 OR SlU4 3 SPEAR PANEL EXAMPLE RESIDENCE ........... 2'7 423 19r15"� mw CD8 B33 FIGURE BC OVERFRAMING D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 5W2, 5W3, 5W4 SHEAR WALL NAILING DZ 28 2L� (:DMAIN FLOOR SWEAR WALL 20 (:D WALLFRAMING ABOVE EXTEND STRAP ON PONY � • O SIMPSON NOLDOUJN PER PLAN t0 ALL THREAD ROD O � WALL 70 FLOOR ABOVE 1U17N AN M5TCE4. O I/2" MIN FROM CORNER O • O 3/4' t4Cx FLOOR SHEATHING CENTER STRAP ON JOISTS AS SHOWN • (4)2X SOLS PLAN t0 JOISt � O WHERE FOOTING SECTION ° °O o �� (l) 04 REBAR MAY BE FOUNDATION REBAR OR 3 O TRUSS PER PLAN 2 UJ/(3)I6d O.C. ' NAILS 16 SFCT��N , 'A' IS MORE THAN 8' o o � POSt TENSION O DBL JOIST UNDER SPEAR 3 � PROVIDE 4' CSI6 EACH SIF SPLICE W1d � 0 ° �- 0 0 O SHEATHING PER SPEAR LKIC O COMMON NAILS o(4)o0 � o O24' MIN REBAR LENGTHO WALL SCHEDULE O DBL 2X COP PLACE 5 TOPPLATE SPLICE LINE ooUA , , °O O l/16 OSB NAILED U/ � 2X PONY U � 0° ,° (4) NOTE: NOLDOUNS At CORNER ARE SPACED � 10d NAILS At 6" O.C. � OSB SHEATHING NAIL PC FROM EDGE. I/201/16' O 2x4 VERTICAL SUPPORTS PER SPEAR WALL ABOVE � a .... .. � _ a Q O O O NOLDOUJN PER PLAN o 0 o O � UJ/ l50 Sd NAILS INTO COPO AND BOttOM CHORD.. O2X P7 SILL PLATE � � '.� d a �� � 2 � � ° . � O PONT WALL SHEATHING 4 0 ° � 3 .� � � � " O CLEAR SPAN 11' MAXIMUM. BOTH SIDES OF TRUSS) � � 16'x8' THICK CONTINUOUS ° �. � � � � � �°�� �o = � �dV SHEAR NAILING TO MATCH � • \ � � � � ; FOR TYPE RJ NOLDOIUN �D FOR NON RJ NOLDOIUNS O Hl CLIP AT EACH TRUSS FOOTING W/l2) *�. THICKEN 12 AOR NOLDOUJNS � a a �, � � �. UJA�� ABOVE S 6' MAXIMUM PONT' UJALL O � � •� 2 2 a .� � a a O COMPRESSION BLOCKING O I' GAP BETWEEN ROOF SHEATHING AND TOP OF ANCHOR PER PLAN FOR gO . . � � �. � �. ..` ° `. �a. g IDU NOLDOl1JN O(WHEN SPECIFIED) O (2) Sd NAILS 6 8' O.G. OR LATERAL BRACING SNEARUJALLS OR 1/2' � � � �_ 16d 6 16' O.C. ALLOWED FOR a WEDGE ANCHORS FORo , ° � � a � /2� MSN � SCUD PUCK OR POSt PER , VENTILATION a NON-SI�EAR a a �Z ALL THREADED ROD I I ':r S� Strong -TM � . $ ... a . Cw • �- PLAN D STi-�D STi-�D�� BUILDER t0 DETERMINE I� StND OR StND/RJ IS r28 COUPLER r24 20 APPROPRIATE.16 CANTILEVEIRELD TRUSS LATERAL BRACING D2 INTERIOR 5HEARWALL TO STRIP FOOTING CONNECTION D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2 (:D6HEARWALLPER PLAN $d � 1 ,(Od 17 O 2x4 PRESSURE BLOCK 1 OCONCRETE St�M UJ,4LL PER UJ/ (2) Imd TOE NAILED � 2 � PLAN EACH SND Z � O 3/4 t4G FLOOR. • (12x BOTTOM PLATS PER � O SIMPSON NDU2 OR NDU5 SNEARUTALL SCHEDULE � l64"d a � O.C. W1HOLDOUIN O � O 2X SOLE PLACE t0 RIM U1/16 6 U1/16d � " O.C. UN.O. * 2 � O Sd 'a 4'O.C. PER PLAN 4 (4)3/4" Cx 7�FLOORINGO 1 3/4 tBCx t0 RIM: - . • . OFLOOR TRUSS PER h1�R 0 2 3 *� REBAR FOR TOP O REINFORCEMENT �j TRUSS/RAF7�R PER � • ll O PLAN 2 Sd � 6' O.C. O 2X OR MFR FLOOR JOISt • . ' - . O SPEAR WALL NAILING PER � o O SIMPSON SB5/8x24 ANCHOR *Hl EACH TRUSS (UN.O.) � O RIMt0 MUD SILL lU/16d ' . g 3 PLAN O l3) 16d NAILS 07/16' OSB W/001 (0110.C.� N � � O.C. UN.O. #PANEL OO OO SIMPSON SStBl6 OPTION EDGES ` > � QLD OR GUJB lU � C OO OO OO ANCHOR BOLT PER PLAN � � 3 O 2x� FLAT � 16' O.C. � FOR WDU2 APPLICATIONS I-5/8' SCREWS.( 2) (5d NAILS EACHtRUSS � � r✓' Uro MUDSILL lU/ ANGNO� BOLTS OS NANCxER PER TRUSS (p �' ���`�'���.: 5 � O SHEATHING 70 STUD SHEAR WALL t0 BLOCKING INTERSECTION �RSSE 8 PER PLANO 2x6 BLOCKING UJ/ SCHEDULE O 2x6 PLATS UJ/ (2) 16d NAILS a°a�� DOUBLE STUD UJ/ 16d � 16' 16ds6 O.C. TO tOfi' PLATS �o CD (3) SDlUS224�D0DB SCREUJS� � �O' O.C. 70 DOUBLE 70P PLAN a �. � �i 3 �` � O.C. OR l2)Sd � 8' O.C. _ �BEAM/RIM JOIST PER �' STAGGERED � 16 O.C. INTO STRUCTURAL 2x -)NAIL ��� � a . PLAN.EXTEND � �I � � � Oil I-3/4 RIM g BOttOM CORD t0 NO RIM REQUIRED WHEN SLAB SN�AtNING OAR DACE g . OS CONCRETE FOUNDATION SHEARUJALL DBL TOP d ON GRADE OR 2X10 BLOCKING PLATS lU/ (2)16d 0 8' ON � BETWEEN CONTINUOUS O DECK JOISTS PER PLAN OFFSET TRUSS ALIGNED TRUSS CENTER. STUDSO 1 � � 2x6 PRESSURE BLocK lU/ (2) Imd STAGGERED SSE SHEARUJALL TABLE � 3/4' 74 Cx FLOORING 29 At 6' O.C. 25 FOR ADDITIONAL NAILING 21 17 HE)U2 4 HEDU5 CONNECTION D2 JACK TRUSS 5HEAIR TRANFEIR D2 DEC< LEDGER CONNECTION D2 INTERIOR 5HEAR WALL TO FLOOR TRUSS A50VE CONNECTION- D2 L 70 C a (1) 2 8 _ buo a) Q ° 0 vi U O •L N a O O cLU �o LJ.I ���QLU�0 q q J L L C U 0 N O O C f6 N N V O V C O O N N Q:E Q z N0 f6 ~ O N U L L c,> C 0 0 coN-LC E Q U U '� U N(a j, O N N C N LO '� N U)(0 -0U a 7C) -C BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 6 OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. THIS DOW"IENT 14AS BEEN DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REhIOVID BY T44E JURISDICTION 0 z 0 ILW OL H N a D r 0 0 z L 70 C a (1) 2 8 _ buo a) Q ° 0 vi U O •L N a O O cLU �o LJ.I ���QLU�0 q q J L L C U 0 N O O C f6 N N V O V C O O N N Q:E Q z N0 f6 ~ O N U L L c,> C 0 0 coN-LC E Q U U '� U N(a j, O N N C N LO '� N U)(0 -0U a 7C) -C BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 P5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 6 OF 8 SHEETS PROJECT NUMBER 220280 COPYRIGHT cQ 2021 I-IODCxE ENGINEERING, INC. THIS DOW"IENT 14AS BEEN DIGITALLY SIGNED PER Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$ CERTIFICATE MAY BE REhIOVID BY T44E JURISDICTION UNRESTRAINED RETAINING WALL SCHEDULE 2/j 42 H w t vEr�ticaL e K o 38) �J"� / � � O PLANK BALL NAILING P�R 3O 4' s' a' 04 6 12' oc 2a�' m a�' T O SIMPSON D772Z DECK 2 SILL NAILING TO RIM o � a�'I'-6' s' 12' •a � 12' oc am' �' a' NANCxERS UJ/ 1/2' NDC ALL � O i�d � a�� o.c. � FOOTING SIZE AND cn / 6'I' -s' s' 12' �5 a Ire' oc 4�'-9' 1r�' 4�' 1 I THREADED RODS � � z � ��c� s'r-i� a' �z' � � 9' oc 6'-3' i�' i-si�' �'� RE5AR 5CHEDULE o v • UJIDH FOOTING SASED ON I$(d0 PSF SOIL O FLOOR JOIST PER PLAN. ,a`�� O SCRAP WHEN SPECIFIED PSR PL�4N o UlEB STIFFENERS REQUIRED � T FOR MFR SLR JST � O DOUBLE RIM JOIST 2 W � CONCRETE lf'cJ = 2500 pal O HORIZONTAL R�BAR � APPLICATION / � REQUIRED FOR SUJ2 OR 2� POST OR STUDS � Q REBAR (f901L ) = 60 ksi *�. MBAR At 1�D�OG 0 PASSIVE = 250 pcf �j GREATER SNEARIUALLS PSR PLAN OL � ACTIVE SOIL = 35 pcf O VERTICAL REBAR SPLICE 30' O DECK JOISTS PER PLAN p SOIL BEARINCx = 1600 psf FOR *4 REBAR, 38" FOR �5 PARALLEL FLOOR JOIST O � O ATTACH BULL DEPTH BLOCKING TO DOUBLE 70P � z o REBAR) UJ/ FOOTINGREBAR O FLOOR SHEATHING NAILING W o PARALLEL JOIST: 6 oc. PLATE W1 l2� lmd is EACH � n • O *4 TRANSVERSE REB�4R 6 BL�1' a — O 18' O.C. PERPENDICULAR JOIST:3'oc 3 / � 1 O FLOOR JOISt PER PLAN � o ,L D (VARIES - SEE 7A5LE) 9MIRA-DRAIN (oOOO TIED INTO NAIL SUBFLOOR t0 � O DOUBLE BLOCKINCa �. O � j FOOTING DRAIN SYSTEM BLOCKINCx W/ Sd � 6' cc � � BACIC�ILL WITH FREE 2 � REQUIRED FOR g Z — WS � DRAINING WELL GRADED PERPENDICULAR lUN.0) � 2 MATERIALS 5°r, FINES MAX. J I INSTALLATION UJ/ 1/4'x2 -I/2" O PLAN BALL OR BEAM PER � � OK�1' (NOT R�QUIR�D I� SLAB ( t0� NAIL�BLOCKINCs t0 O i/16' OSB SI��AtNING t0 '(�`� m � � o o � o O j PRESENT A7 FOOTING) O S UNDERSIDE OF FLOOR 'OSP - °° � ' ¢ �'�' -to, � � N� o O v m PLATE UJ/ l2) IC d NAILSCLLLI "Bu � FOOTING 12' MIN BLOW GRADE. � JOISTS � � Q � o BELOIU GRADE IS NOT ci qp d � m m w o c m s L x �ac� 2 �o�st A75 � SDIUC EACH SCUD t0 DBL ` ° � v �'= � � � � � 3 � FOOTING t0 BEAR ON REQUIRED I� SLAB PRESENT � � $ $ TOP PLAN. SDUJC FLOOR 1 � � o � � � � � � _ ° FIRM UNDISTURBED # � �� O.C.PERPENDICULAR FLOOR JOIST JOIST t0 DBL TOP � � _ � m� £ � L d N Z � U l6 � OI �� C N � FOOTING REBAR � j � Dtt2Z At CANTILEVERED PLAt�/BEAM, l4 SDIUC a � � � � � N � a NATIVE 501L `��c�oc�� WITH 3' COVER SPECIFIED �D IUN.ON SPECIFIED/Il£ � �° -� s Q -0 B TOTAL) UJN�N NOLDOIUN E p � �_ � -� � �° iBc �s��z r42 r38 ,� 30 UNIREFFRAINED CONCRETE WALL - 40 PSS SURCHARGE - 2015 IBC D3 LATERAL DECK CONNECTION D3 CANTILEVERELD SHEAR WALL D3 WIDENED FOOTING D3 is 4� 39 35 O MFR Cs,45LE SND TRUSS 31 O EXTEND SHEATHING t0 � 4(d MINIMUM LENCxtI-I LOWER TRUSS BOttOM a 3 -- I DRAINAGE - EXTERIOR C�RApES ADJACENT t0 THE WALLS OF THE HOUSE ARE t0 BE SLOPED O DOUBLE COP PLAN C}{pRp � � N $ AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR lUN.O. ON PLAN) L � � _ 0 � BE�OU1 tN� �OOtINCx/S�,4B ELEVATION ARE t0 BE USED �Oi� ANY BASEMENt OR RETAINING 2 1� 2x STUD ula�� O CONTINUOUS VERTICAL O ATTACH ALL ADJACENT � M � � a SHEATHING OVER GABLE TRUSS CHORDS WITH WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARE 70 CONSIST 0F RIGID PERFORATED 4' PVC PIPE O DOUBLE COP PLAN FRAMING � O (3)1/4'x.3" SDS SCREWS u SURROUNDED Bl' WA5HED PEA -GRAVEL OR GRANULAR SILL WITH LASS 7N,4N 5°ro SINES. PLACE A NONUJOYEN-CxEOTEX71LE FILTER FABRIC BETUJEEN THE DR�41N,4C�E M,4TE�21,4L AND THE OO 6" TIMB�RLOK OR 6' SDu1� REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE O �2 N �I� STRAP TICS MIN �m � � At ��' o.c. � � �LOCKINC� �ENIND THE FILTER FABRIC SUCH THAT 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE 2 3 � L� � O COP PLACE t0 BOttOM � S+��AtI�INCs CUT FOR BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE. � BLOCK 2 STUD SAYS W1 2x CHORD CONNECTION PER 2 FLASHING S�IEARIUALL SCHEDULE THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOTINGS O EXTERIOR SHEATHING, NAIL 5 � Nous � AND THE DRAINS aRE 70 BE CON57RUCtED WITHSU�ICIENt GRADIENT rt0 ALLOW GRAVITY PER PLAN -INSTALL SCREWS UPWARD � D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON THE THROUGH tOfi' PLACES INTO � LOWER PORTION OF THE PIPE.� � CENTER OF BOTTOM TRUSS -� � 2 CHORD. � RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH -sRacE rtRussEs PER scsl. � CHICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 600, CONSULT TRUSS MANUFACTURER OR WELL GRADED AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 FOR BRACING REQUIREMENTS. (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO THE FOOTING DRAIN 5Y5TEM. ROOF AND SURFACE RUNOFF ARE N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM EXAMPLE RESIDENCE AND SHOULD BE HANDLED Bl' A 5EPARATE RIGID TIC�NtLINE DRAIN 5Y5TEM. 43 39 35 31 CONCRETE WALL DRAINAGE D3 CHANGE IN TOP PLATE HEIGHTS D3 GA5LE SND TRUSS 51RACING D3 EXTEND 5HEATHING TO TRUSS BOTTOM CHORD D3 � O O 1p 44 40 36 � O I/2 AIR SPACE REQUIRED (D3/4" T4Cz PLil000D ' N Ln BETIUEEN CONCRETE AND • '�' O MANUFACTURED ROOF 3 1000D. SUB�LOOR � O Go TRUSS WITH ENERGY HEEL A3� EACH SIDE O SHEAR WALL NAILING PER � M (IF PRESENT) .4 \,I APPROVED PLAN � � I� Q O O O SHEAR WALL NAILING PER MOISTURE B�4RRIER OR USE O O FLUSH DOUBLE 2x JOISt � � N PLAN I PRESSURE TREATED BEAM ., O OR MFR DOUBLE JOIST Z � N O 1/16' OSB OR SMART SIDE O 1000D TOP PLATE MUST BE WITHIUEB STIFFENERS OR O J �w PANEL BLOCKING lU/ Sd 6 SLUSH WITH INSIDE OF WALL O BEAM PER PLAN Lu J 6' cc INTO DOUBLE 70P� •_ e , 2 O FLOOR JOISt PER PLAN PLATE 4 COP CHORD BIRD °�e• • • O COP -FLANGE HANGER O PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK : ° � �a O STUD/POST PER SHEAR (4) ROOF SHEATHING PER PLAN � O APPROVED MOISTURE O WALL SCHEDULE � Q W1 Sd 6 6' cc INTO BIRD 2 BARRIER 5E7lUEEN O M67C4853 (WHEN � BLOCK BLOCKING. CONCR�tE WALL AND POCKET BEAM HUNG BEAM BEAM (Yl'COR)3 SPECIFIED ON PLAN) �u � � O SIMPSON Nl CLIP. TYPICAL(p IS"x8' CONCRETE PIER � � . � O (2)C514 OPTION (36' MIN LENC;TN, WRAP X 0- AT ALL TRUSS BOTTOM UN.O. g AROUND BEAM) BUILDING � p CHORD TO DOUBLE TOP PLATE INTERSECTIONS . � ;. SIS' MIN TO STUD WALL CODE 2018 IBC (C6I4 OPTION ) WIND (o SOFFIT�S�NT) ERIAL .` . a. .: •'o- O NAIL SHEATHING TO BEAM. EXP. B 131 MPH 2 : ,.= . ,.:. a. (IF P ( DO NOT BREAK SEISMIC DESIGN SHEATHING CATEGORY D ROOF SNOW 44 TRUSS SECTION 40 POSt t0 BEAM 3 6 32 LOAD 25 PSS D3 FRA15ELD HEEL TO SHEAR WALL CONNECTION D3 BEAM SND SUPPORT AT FOUNDATION D3 5HEAR WALL AT f5EAM D3 45 41 37 33j FASTENER PER PLAN ENG. P.E. JOIN N. MINIMUM OF (4) DT71Z OR O SIMPSON DttIZ DECK DATE (2) D7T2Z PER DECK TENSION TIE 5� � O STUD TO MATCH GIRDER PLY (UN.O ����22 PER IRC �i2.4 '' ° e � ON ENGINEERING SWEETS) REVIEW O l6) "9 x I-1/2' SIMPSON SD � z� ZACK C. SCREWS (SHOWN) OR � � ALLOWABLE UPL1F75 ANALYST (8) 0.14611 x 1-I/2' NAILS D F�4�/S� JohGDECK JOIStS PER PLAN oOFA5TENERS 0 SHEET SDWC SCREW X85 � • '. HI 425 O 3/8' SIMPSON NDC LAG • 00 2 N25q 535 IU SCREWITH NDG WASHER o,o,:§j H10A 1015 OR SDUJN TIMBER -NIX �IDC� SCREW (SHOWN) INTO LGT2 (2)PLY 1620 NIDA -2 1330 COP PLAN, SCUDS, OR SIMPSON LCxT2 SIMPSON MCx7 lU/ HDU LGt3-5D525 (3)PLY 2505 % OF 8 SHEETS O HEADER 5 FLOOR JOISt PER PLAN G - D 3 Y 21320 PROJECT NUMBER MGT (2)PLY 3300 O (INGtR/� l2JP�i 16mm 220280 ` FLASKING Bl' OTHERS (2)lGtR/L (2)PLY 399m 2 O SHOWN AOR R���R�NC� (INCxt (2)FLY 3555 ARO ONLY (2 /FLY 5110of 22 3" MIN. THREAD (2)VGs Y 6400 � c JOISt HANGER AND NCxt-2 (2/)'LY 6485 � Z PENETRATION LEDGER ATTACHMENT WCn7-3 (3)PLY 935 PER PLAN - Y 13250 #YALIES BASED ON SIMP30N STRONG TIE FASTENER � Q FG S 8 FZF•� �<v� OPTION OF (1) DT72Z IN r� s�I�RF�°sINSTALLATION. ��R �a �FSs�oNA�ENG� LIEU OF l2) Dtt1Z SIMPSON VGt DOUBLE INSTALLATION SIMPSON VGtR/LCOPYRICxHT cQ 2021 r45r4l GC 2fD21 (WOOL) CONSTRUCTION CONNECTORS), PAGE 295 3% u1/ �2� �Du� U1/ NDU4 33 HODCxE ENGINEERING, INC. DIGITALLY SIGNED MR D3 D3 L,4TER,4L DECK CONNECTION - DTT1Z D3 TFRU55 UPLIFT CONNECTOR5 D3 ��,-���,W'T�A,��$ CERTIFICATE. ,� 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED I N ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES 1 ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC -- SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SPECIAL INSPECTIONS AND TESTS OF SOILS (1705.6) DIAMETER (IN.) CONTINUOUS PERIODIC TYPE SPECIAL SPECIAL ITEM INSPECTION INSPECTION 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE AGGREGATE NOTES DESIGN BEARING CAPACITY. _ X 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER _ X MATERIAL. (1) MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFE THICKNESSES DURING Fb=1700 PSI (SACKS/YARD) PLACEMENT AND COMPACTION OF COMPACTED FILL. X _ 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE 3/4 - - HAS BEEN PREPARED PROPERLY. _ X FOR THE SEISMIC FORCE -RESISTING SYSTEMS OF STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F: PERIODIC SPECIAL INSPECTION SHALL BE REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES (102 MM) ON CENTER. (1705.12.2) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0. 200 SIEVE = 2/3 MAX. PASSING U.S. N0. 400 SIEVE 4, CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5, CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d MAX. 24/2 MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS 4 BOISE CASCADE RATIO FLYASH (PCY) SIZE (IN) AND WEB FILLER (1) MATERIAL 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 END NAIL 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5, CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 24/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (24/16); WALLS (24/16); FLOORS (2011 O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/RITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 3 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) (U.N.O.) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON-BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA MEMBER TRUS-JOIST BOISE CASCADE PACIFIC PRODUCTS PACIFIC AND WEB FILLER 2x TIMBERSTRAND 2x GANGLAM GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO Fb=1700 PSI (3)16d Fb=2250 PSI 2X, & 4X (FIR) ACQ, CBA, CA 2x SCL FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE E=1300 KSI POSTS & LEDGERS E=1500 KSI 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) Fv=400 PSI 6X OR GLULAM Fv=275 PSI END NAIL (2)16d (CEDAR) 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G -P -LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI (NOT AT BRACED WALL PANELS) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI AT INTERSECTING WALL CORNERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI (2" TO 2" HEADER) 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2 -PLY G -P -LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI AT END JOINTS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST (NOT AT BRACED PANEL) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI BAND JOIST AT BRACED PANEL 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3 -PLY G -P -LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI TOP PLATES, LAPS AT CORNERS AND E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI JOIST TO STILL, TOP PLATE OR Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM JOIST/BAND JOIST OR BLOCKING 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* 2" SUBFLOOR TO JOIST OR GIRDER Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI 2 LUMBER LAYERS Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST JOIST TO BAND/RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 W PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) 16d @ 6" O.C. AND WEB FILLER CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, PARALLEL RAFTER (HEEL JOINT) FACE NAIL 2X, & 4X (CEDAR) NONE GALV (G90) POSTS & LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3)10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3)10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8)16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (M IN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2) 16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2)16d TOP OR BOTTOM PLATE STUD END NAIL (2)16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER 0 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 �� Q ° ) vi v rr U N O �' -0 N fii •L a) � a) O O cLU �o w ���Q���o r_ 0 o a)-02 ����rr (6 a) N V m : O V 0 0 f6 ~ o O a) U i L U C qui+, a)��a)°>.�o 0 0 c o -,,n c E c t N O U N Z (n ,CL 'ca�N-0,.g o cc- ca m. rw-:o- � m N 'o 0 U U U-0 N m >% O N N C N LO '� a) a) cn cc -0 v a --C BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 8 OF 8 SHEETS PROJECT NUMBER 220280 COPYRICxHT cQ 2021 I-IODCxE �NCxINE�RINCx ING. D Y Ub4G 196-23-D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION O z < 0 0 W O q a D r O 0 z L �� Q ° ) vi v rr U N O �' -0 N fii •L a) � a) O O cLU �o w ���Q���o r_ 0 o a)-02 ����rr (6 a) N V m : O V 0 0 f6 ~ o O a) U i L U C qui+, a)��a)°>.�o 0 0 c o -,,n c E c t N O U N Z (n ,CL 'ca�N-0,.g o cc- ca m. rw-:o- � m N 'o 0 U U U-0 N m >% O N N C N LO '� a) a) cn cc -0 v a --C BUILDING CODE 2018 I5C WIND EXP. 5 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 F5F ENG. P.E. JOIN N. DATE 052022 REVIEW ZACK C. ANALYST JOE G. SHEET 8 OF 8 SHEETS PROJECT NUMBER 220280 COPYRICxHT cQ 2021 I-IODCxE �NCxINE�RINCx ING. D Y Ub4G 196-23-D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$ GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION