Loading...
230501 - STAMPED ENG SHEETS (FLAT) - 12.05.23•„•‹¿··§ ›•„†»… § –‚† –…„» ¿‹» º º Łøø 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230501 FOR: RUSH CONSTRUCTION PLAN: VISTA I, SITE CRITERIA 24" O.G. TRU55/RAFTER5 DESIGN WINDWIND MEMBER (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) C614 CATEGORY 15/32', 1/2' 1 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 1 97 MPH B D D II <15% NONE NONE 12" 0.4658 1 1.2868 1 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES 5LIpE=1N fiU5 OST I ON DO NOT 6C,4LE(1/8" =1') 0 TYPICAL GABLE FEE =SfiAND INS fiU5 OPTION DO NOT SC,4LE( 1/S" =1' ) FROOF FFRA-71ING GFRAVIT'� LOAED ENGINEEFRING DO NOT &CALEN/4" =1') DRAWINGS TO HODGE )N A5 COMPLETED. SER STRUCTURALLY FROM ERING WILL BE REQUIRED. STS AND TRUSSES PER :TURER LEGEND 24" O.G. TRU55/RAFTER5 POINT LOAD KEYJ NOMINAL MEMBER RX FACTORED DEAD 1.0 6.0 40 PSF 2.0 SNOW 3.0 STUD/COLUMN/ TRIMMER 32/16 .y+"Q�' 19/32', 5/8' R l�� "+� EXAMPLES Al OE SNEARUUALL E)E5IGNAT0Rj Su1 Swl a I(0" O.C. TRU66/R,4FTER6 SIUI POLDOWN/STRAP SPAN RATING: DES ICsNATOR STHDI4 THICKNESS HDU5 (2)CS14 C614 DETAIL C:ALL-OUTIII 15/32', 1/2' 1 LONG DIMENSIONS PERPENDICULAR TO ROOF D1 FW32.U(1) ROOF 5HE,4THING 5CHEDULE 24" O.G. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40 PSF 1/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32', 5/8' 40/20 115 PSF 23/32', 3/4' 48/24 ROOF 6HEATHING SCHEDULE I(0" O.C. TRU66/R,4FTER6 SNOW LOAD NOMINAL SPAN RATING: (UP TO) THICKNESS 100 PSF 7/16' 24/16 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. FW32.U(1) PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE ENGINEERING A5 SOON A5 COMPLETED. IF DESIGNER'S DRAWINGS DIMER STRUCTURALLY FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER ENGINEERED U51NG BUILDER PROVIDED MFR TRUSS LAYOUT COMPLETED BY THE TRU55 CO. JOB NUMBER J1056562, DATED 03.12.20, DO NOT SWITCH TRU55 MANUFACTURER OR LAYOUT WITHOUT CONSULTING HODGE ENGINEERING, INC. 33 TRU55 FASTENER SCHEDULE= D3 A35 @ 32" oc OR 5DWC 6 Q 16" OC. (TYPICAL AT ALL GABLE ENDS) Hl - TYPICAL AT ALL TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) (2)H2Bs - TYPICAL AT ALL MULTIPLE PLY TRU55 TO PERPENDICULAR TOP PLATE LOCATIONS (U.N.O.) LGT3 - Cl (L) VGT - Cl (R) (LXMXR) DENOTES LEFT, MIDDLE RIGHT TRU55 BEARING. REFER TO BUILDER PROVIDED TRU55 MFR PROFILES FOR ADDITIONAL INFORMATION. BUILDING CODE 2010150 WIND EXP. B 91 MPSI SEISMIC DESIGN CATEGORY D ROOF SNOW Q AD 25 PSF ENG. P.E. JOHN N. DATE 12.ID6.23 REVIEW ZACK C. ANALYST JOE G. SHEET S2 20F 8 SHEETS PROJECT NUMBER 230501 COPYRIGHT© 2021 H0DGE ENCaINEERING INC. THIS DOCUMENT WAS, BEEN DIGITALLT 5IGNED FIER WAC 1%-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY TIE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230501 FOR: RUSH CONSTRUCTION PLAN: VISTA EXTEND HEADER OVER NAIL 5HEATHING TO ALL FRAMING MEMBERS USING 5d W/ 3" GRID PATTERN. e •�� j{ v �INSTALL SIMPSON LSTA ,5T12AP g BACKSIDE (2) ROWS 16d SINKER Q 3"O.C. SITE CRITERIA SIMPSON PRODUCT DESIGN WINDWIND STUD (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) 58160' U.N.O. CATEGORY (HF x 0.93) 32/1(o OWNER PER OWNER OWNER a ' O.C. 16d 6 RESPONSE S1 RESPONSE Ss 2601365 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 SHEATH 5HEATH W BOTH SIDES BOTH SIDES W/8" STEM W/S" STEM Q PORTAL a PORTAL FFREE-5TANDING tum OFT I ON DO NOT 5G4LEC 1/S" =1') SHEATH ALL EXTERIOR WALLS ASCJUJI UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO 5E 12' MINIMUM AWAY FROM HOLDOWNS SLIDE -IN TUB OPfi I ON DO NOT 5C,4LE(1/S" =1') SHEATH ALL EXTERIOR WALLS AS�W1 UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO 5E 12' MINIMUM AWAY FROM HOLDOWNS DO NOT 5C,4LE(1/S" =1') �14 f N FLOOR LATEfRAL E DO NOT 5G,4LEC 1/S" =1' SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOWNS 3'O.c. NAILING - CONTINUOUS SHEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS 5HEAR WALL NAILING 5CHEDULE 11 8d = 2-1/2'x 0.131' SIMPSON PRODUCT FASTENERS NAIL SIZE 4 STUD 2x BOTTOM DBL TOP ANCHOR BOLT CAPACITY(PLF) SMEAR WALL APA RATED SPACE e BLOCKING PLATE TO PLATE TO RIM TO CONCRETE SEISMIC / WIND LABEL SHEATHING EDGES ADJOINING RIM BELOW JOIST BELOW (DF VALUES) MIN. UNA. HDUII - W MEMBER 80300 EDGES (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 9335' (HF x 0.93) 32/1(o 1/1(01065 Sd a 6' O.C. 2x STUD a ' O.C. 16d 6 (2) 16d 5/8' 48' O.C. 2601365 51UI ONE SIDE 5THDI4/5THDI4R) - 3500' (2) STUDS W/ (30)16d N/A is 16' O.G. 1/2' �' 36' O.G. PER MFR N/A 1/16' OSB ad t+ 4' O.C. 3x STUD 16d is 4' O.C. (2) 16d 5/6' 40' O.C. 360/532 SUl2 ONE SIDE or (2) 2x STUD 9 16O.C. 1/2' 28' O.C. 1/161065 ed 6 3' O.C. (2) 2x STUD 16d is 4' O.C. (2) 16d5/8' -9 24' O.C. 490 / 685 SW3 ONE SIDE Q 16' O.C. 1/2' 6 Il' O.C. 1/1(010655d ° 2' O.C. (2) 2x STUD 16d 4' O.C. LTP4 16' OC. 5/8' a 21' O.C. 640/$S5 SW4 ONE SIDE 1/2' m 15' O.C. 1/16' OSB ed 0 3' O.C. (2) 2x STUD 16 d * 4' O.C. 16 LTP4 a ' O.C. 5/8' a 12' O.C. 980 / 1310 SUl5 BOTH SIDES 1/2' m 8' O.C. SMEAR WALL NOTES: (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS 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 IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY t0 FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED W/ STEEL PLATE WASHERS Ya' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE CONCRETE. (11) PRE55UIRE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE Not -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 t0 FRAMING CLIPS SHEATHING IS 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) r%2 PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Y6' OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' O.C. MAX. (14) 5W5 SHEARWALL REQUIRES 4-1/2' PLATE WASHER (15) SHEARWALL DESIGNATED WITH AN ASTERISK (f) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL TI -11 OR 5/1(o HARDIE PANEL (16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS NOMINAL MODEL NUMBER RX ANCHOR BOLTS NAILS SCREWS CAPACITY' SNOW HDU5 - 4 MEMBER 4340" N/A (14)-SDSY4'x 22' TO (2) STUDS SB 5/8x24 U.N.O. HDU5 - DF MEMBER 56450 DESIGNATOR ��� MIN. EXAMPLES HDU8 - HF MEMBER 5820" N/A (20)-SDSY'x 2Y' t0 (2) STUDS 65T528 OR SB 1/8'x24 HDU5 - DF MEMBER 1810' HOLDOUJN/STRAP MIN. UNA. HDUII - W MEMBER 80300 N/A (30)-SDSY4'x2y2' TO 6x6 MIN. 58160' U.N.O. HDUII - DF MEMBER 9335' DETAIL GALL -OUT 32/1(o 1 HDU14 - HF MEMBER 9260 N/A (3(o)-SDSY4'x 2,2' TO 6x6 MIN. 58160' U.N.O. HDU14 - DF MEMBER 14445" 5THDI4/5THDI4R) - 3500' (2) STUDS W/ (30)16d N/A N/A 115TC403 - 39000 PER MFR N/A N/A MSTC6683 - 4490' PER MFR N/A N/A C514 - 2490# (18) ed EACH END N/A N/A Uff R FL OOfR LATEfRAL E DO NOT 5G,4LE(1/S" =1') SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. 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-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND 24" O.C. TRU55/RAFTER5 POINT LOAD KEY NOMINAL MEMBER RX DEAD FACTORED 2.0 6.0 40 PSF 1/16' SNOW 3.0 STUD/COLUMN/ 32/16 TRIMMER .y+`0Q�' ��� DESIGNATOR ��� v EXAMPLES �� 5HE,4RW,4LL DESIGNATOR sWI SWI SIU( SNOW LOAD 5111 HOLDOUJN/STRAP (UP TO) DESIGNATOR STHDI4 100 PSF HDU5 (2)CSI4 C514 DETAIL GALL -OUT 32/1(o 1 JOIST WITH EDGE SUPPORT. D1 ROOF 5HEATHING 5CHEDULE 24" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 40 PSF 1/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32', 5/8' 40/20 115 PSF 23/32', 3/4' 46/24 ROOF 6HEATHING SCHEDULE fro" O.C. TRU66/RAFTER5 SNOW LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 100 PSF 1/16' 24/16 180 PSF 15/32', 1/2' 32/1(o LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. F6031J.10) U) 4 in I'L a _ 3:g 0 a)(Acsa u - r -I PCi� - r -I N N - r -I i� N BUILDING CODE 201015C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF PREVIEW JOHN H. 12.�D623 zACK C. ANALYST JOE G. SHEET S3 30F 8 SHEETS PROJECT NUMBER 230501 COPYRIGHT© 2021 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLT 5IGNED FIER WAC 1%-23-010 WITH A GLOBAL SIGN CERTIFICATE THE CERTIFICATE MAY BE REMOVED BY TIE JURISDICTION 2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 230501 FOR: RUSH CONSTRUCTION PLAN: VISTA SITE CRITERIA 24" O.G. TRU55/R4FTER5 DESIGN WINDWIND SPAN RATING (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) 24/16 CATEGORY 15/32', 1/2' 32/16 OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 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 ELEVATICN A 5 C,,AR OFTION RETAINING WALL DETAILS FOR STEM WALLS OVER 48" U.N.O. 26 27 D2 D2 5HEATH 5HEATH 50TH SIDES 50TH SIDES M41N FLOOfR F,4fiIING/ FOUNDATION FLAN ENGINEEfRING DO NOT 5C,,4LE(I/4" =1' ) EN5URE VENT5 ARE NOT AT HOLDOWN OR POINT LOAD LOCATION5 (TYP) 3 CAfR OPfi I ON 1�00f= FlRAING; LOAE:) ENGINEEfRING DO NOT 5C,4LE(1/4" =1' PROVIDE ALL FINAL 5HOP DRAWINGS TO HODGE ENGINEERING A5 50ON A5 COMPLETED. IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM 5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED. INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER W/F 'af 5HEATH 5HEATH BOTH SIDES BOTH SIDES ROOF 5HEATHING 5CHEDULE 24" O.G. TRU55/R4FTER5 SNOIU LOAD NOMINAL SPAN RATING (UP TO) THICKNESS 1.0 6.0 40 PSF 7/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 P5F 19/32', 5/8' 40/20 115 PSF 23/32',3/4' 48/24 ROOF 5HEATHING 5CHEDULE 1(0" O.C. TRU55/RAFTER5 SNOW LOAD NOMINAL SPAN RATING: (UP TO) THICKNESS 100 PSF 7/16' 24/16 180 PSF 15/32', 1/2' 32/16 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST U11TH EDGE SUPPORT. FW32.1.1(1) MAIN FLOOIR LATEIRAL ENGINEEIN DO NOT 5C4LEN/8" =1' SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWNS 3"o.c. NAILING - CONTINUOUS 5HEATHING OVER MUD SILL TYPICAL ALL EXTERIOR WALLS LEGEND POINT LOAD KEYJ MEMBERRX FACTORED DEAD 1.0 6.0 2.0 SNOW 3.0 STUD/COLUMN/ TRIMMER .y+"z1ololq', ��� R l�� EXAMPLES lP 5PEARWALL DESIGNATOR Su1 SWI a SIUI POLDOWN/STRAP DES ICsNATOR STHDI4 HDU5 (2)CS14 C614 DETAIL CALL -OUT 1 D1 BUILDING CODE 2010 15C WIND EXP. B 91 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H) DATE 12.0(0.23 REVIEW ZAGK G. ANALYST JOE G. SHEET S4 40F 8 SHEETS PROJECT NUMBER 230501 COPYRIGHT© 2021 1-I0DGE ENCaINEERING INC. THIS DOCUMENT WAS, BEEN DIGITALLT 5IGNED FIER WAC 1%-23-010 WITH A GL05AL SIGN CERTIFICATE. THE CERTIFICATE MAY 5E REMOVED BY Tl$ JURISDICTION EXTENT OF HEADER 10 O WATER HEATER 5 DOUBLE PORTAL FRAME (TWO BRACED PANELS) O FOR SHEAR MIN. 3°xll "NET 11 FOR A PANEL SPLICE (IF 1 O SHEATHING PER ROOF ® EXTENT of HEADER f — HEADER REQUIRED. (MAY BE NEEDED). PANEL EDGES SHALL SHEATHING SCHEDULE. SINGLE PORTAL FRAME CONE BRACED PANEL) . . . LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS W/ 1/8' (-')-')WATER HEATER SEISMIC STRAPS LOCATED 1/3 AWAYFASTEN SHEATHING TO HEADER 0 24" OF MID-HEIGHT. ONE ROW OF MIN GAP. EDGE CLIPS N O Oz RECOMMENDED FOR 24/16 FROM TANK CAP AND BASE. 3 °I I° W/ ad COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING 1 0 O LAG BOLT PER SEISMIC of g 2 Q I I° NAILING IS REQUIRED. IF 2x4 RATED SHEATHING WITH v_� BOX NAILS IN 3 GRID PATTERN I° BLOCKING IS USED, THE 2x4'6 MAXIMUM SPAN 24 INCHES > STRAP MFR ANCHOR INTO o .I I° AS SHOWN AND 3' O.C. IN ALL w 2X STUD 4 PLACES ° ° ° ° ° I ° FRAMING (STUDS, BLOCKING, MUST BE NAILED TOGETHER WITH ® 2 Sd NAILS 6' O.G. AT O ® 0 o 0 0 ° o ° ° ° ° ° ° ° AND SILLS) TYP. (3) 16d SINKERS. O O , , °°°°° o O ®DRYWALL PER PLAN ,Ie o ° o o O O O o 0 0 0 o ele O FASTEN TOP PLATE TO HEADER 12 FOOTING. CONTINUOUS #4 REBAR AT BIRD BLOCKING ° SHEATHING BREAK 3 3 2X STUDWALL olo ° ° ° ° ° o o ° ` ` ` ` ` ` `I` 13 #4 REBAR 4" FROM TOP #4 O O EXTEND WALL SHEATHING W W/ TWO ROWS OF 16D SINKER 3 I° 4 °le _ NAILS AT 3' O.G. TYP. a 12' O.C. TO TOP OF DOUBLE TOP a m ® VENT FLUTE ol° ° 11 0l° `��J O � .I° 3 ° ° BACKSIDE) BACKSIDE) : BACKSIDE) ' ° .I° 3 ®ESTAIS STRAP (BACKSIDE). USEG 8' STEM WALL PLATE LONGER SERIES TO EXTEND TO REQUIRED 5IMP50N HI a EACH TRUSS o O O ANCHOR BASE TO WALL = °I° °I° I °I° `°I° TOP OF PONY WALL, IF PRESENT. ® ® OR RAFTER 1 ele ele I ele ele O DESIGN VALUES INTERPOLATEDTOP = FROM APA TT-100H TABLE 1 ` PERP NDIRSEC ION U.N.O. z x O FOR NARROW PORTAL WIDTHS ® (2) H25A FOR MULTI PLY PLAN VIEW ® MIN. (2) 2x4 (ALL DM) OR (2)2x6 • , 3 O ® MFR TRUSSES 0 24" O.C. W/ O 8 S S 2 O 1/16' OSB SHEATHING MIN. , ' • : PLAN ROOF SHEATHING _ a m �=am�r;s �r �.__��oao� ° ®6THD14 (UN.O ON PLAN) , : • : • ! NAIL W/ Sd 6° O.C. FOR w .N / PANEL EDGES AND 12 O.C. ` ° J X 13 ` IN FIELD " °° v C. .p ° . o' S' STEM WALL O HEADER EXTENDED OVER 1 N N o c c o 0 Q U) _ REQUIRED SHEATH ALL GABLE ENDS o O a N Q SHEARWAEL~� ��U��oc 2� a� 5/8 ANCHOR BOLT W/ EMBED = s N c CD O USING SWI 6HEARWAEL �^ N - m- a x ¢ > .�.. c -o o aC . c a ° .s ° > SCHEDULE v .a. °-'. .d. C. . .' e.s C. .' n.s. - c L. z cc m c c ti 0:' 4d' SECTION A-A ® n ° as 0 v ��a «, W/ MIN 3x3 x229 PLATE WASHER ° 10 �� F� zsbss DBL BOTTOM PLATE 5 1 ` a ` n a N °a .° . ee N C m 0 C N o WATER NEATER FR>4PPING D1 PORTAL FRAME D1 ROOF 6HEATHING D1 � 11 8 0 4x4 POST UNO. O GUSSET GIRDER SPLICE. 6 2 16d 0 2x SOLE PLATE TO RIM o P.T. POSTS IF LESS THAN 6' FULL DEPTH GUSSET EACH / W/16d PER SHEARWALL ru-ij a � SCHEDULE12 1 CUT TOP PLATE OR DROP FROM SOIL SIDE (10)10d. MIN 4x6 POSTBEAM DO NOT CUT BEAM Sd 6"O.C. $OTTOM PLATE o 4' TALL POST CONNECTION: ®3/4"T4G SUBFEOOR Sd NAIL / O 0 8 : " $ OO 3 O DOUBLE TOP PLATE��- W14X(o OO ® ROOF FRAMER PER ROOF _ c TO 3/4° FLOOR SHEATHING ; � _ �- AND GLUE TO JOISTS. 1 AND FLOOR TO RIM M N a OGUSSET ONE SIDE ONLY 6' O.C. -a PANEL EDGES ® FRAMING DETAIL OSIMPSON 6T22 OR 22" C614 WIDTH OF POST W/ (5)10d 2 (o u 10' O.C. FIELD NAILING. I ® I ROOF SHEATHING PER 1 O FLOOR JOIST W/(I8)10d OR DROP BEAM W/ H 0-H CONTINUOUS TOP PLATE. O 4 8 POST CONNECTION: BLOCK ALL BEARING. FACE 2 ROOF SHEATHING 2 RIM TO TOP PLATE WITH STRAP MAY BE PLACED ON GUSSET BOTH SIDES WKIO) GRAIN AT RIGHT ANGLES TO 10d NAILS. 45 DEGREE 2x4 JOIST. �/ SCHEDULE ® 16d AT 8' O.C. (UN.O.) SIDE OF TOP PLATE ® LATERAL BRACE W/(4)16d SIMPSON EPB PB OR MAB \ / 3 1/16' O.S.B. SHEATHING 2 O TOENAIL JOIST TO TOP ® (6) 16d NAILS 8'-12' POST CONNECTION: O U.N.O. O PLATE EACH SIDE W/2x HF �2 STUDS AT � � � O CROSS BRACE WITH 2x4 AS / � 16" O.C. (UN.0) W/Sd NAILS � ad SHEATHING TO STUD � ® O (2) 16d NAILS 16' O.C. SHOWN W/(5)16d EACH END. ® DO NOT CUT INTO 45 / 3/8 MINIMUM EDGE O O PER SHEARWALL � 3 DEGREE SHEAR CONE OF DISTANCE SCHEDULE ® BEAM PER PLAN ADD 4x4 BLOCK BETWEEN UNDISTURBED SOIL O W/(4)16d EACH SIDE O2X CRIPPLES MID-SPAN 1 / t✓ O DBL 2X TOP PLATE � TOP � ® STRUCTURAL 1-1/4" RIM j PLATE TO STUD W/(2) O I 16d 'a 16' O.C. H S ® PLYWOOD FILLER (AS REQUIRED) I ® 2x STUD O \, O 3/4' T4 SUB FLOOR � ® O HEADER PER PLAN 11 O MULTIPLE STUDS FOR FLOOR JOIST PER PLAN POINT LOAD FROM ABOVE ®(2) 16d NAILS (o \ ® SQUASH BLOCKS REQUIRED UNDER ALL 11 DOUBLE 2X TRIMMER STUDS O _ O FLOOR TO FLOOR POINT LOADS MIN. FOR >6 OPENING UNO. / CONNECTION PER 11 SEPARATE FLOOR TO ® 11 RIM BOARD TO FLOOR 12 NO STRAP REQUIRED IF 5 O (o FLOOR CONNECTION O JOIST WITH (2) 16d CONTINUOUS TOP PLATE 11 .•. O O / z DETAIL 2 Z / O S I O CONTINUOUS FULL HEIGHT O BEAM AND HEADER END SUPPORT D1 / _ � � � ®VERTICAL osB. BREAK FLOOR TO FLOOR CONNECTION D1 N _ g � ® I BETWEEN TOP PLATES W 1 \ AND D6E EXTEND DOWN OVER 3 0 2x STUD WALL PER PLAN y FOOTING / BLOCK A AN ` O CONCRETE SLAB PER PLAN ' In O O BL ALL EL EDGES NOT LANDING ON O VAPOR BARRIER 1 O FOOTING CORNER / \ 2x MEMBER PER PLAN O �� TOP/BOTTOM PLATE TO 1 ® 2x PT W/ ANCHOR BOLTS ® 1� STUDS W/ (2) 16d THRU 2 PER SHEARWALL SCHEDULE W FOOTING CORNER FOOTING 'T' O STEMWALL CORNER / NAILS R (3) 16d THRU , m w .:...��:. 1Q> 11 NAIL FOR 5W3, 5W4 4 SW5 � �' 0 04 HORIZONTAL 3'-5' FROM O ® I SHEAR WALLS✓" ?':. d - TOP OF STEM AND 'a 12 O.G. J `� `° ° . 24" STEM SHOWN W O3 30° M IN IMIUM LAP SPLICE I a , ������������������������ i • ��X�����%� , O 45 11 %�i��i�i��i �i �i �i �� i� i� i 3 # — 1� 2x PT MUD SILL WITH � _ i i \ \\ \\ \\ \\ \/i i \/ O ANCHOR BOLTS PER � %;�i��i��i��%�%�%� ;;.. ���������; O ®4 VERTICAL DOWELS 36 VERTICAL REBAR NOT O / SHEAR WALL TABLE O.C. IF COLD JOINT. ,may 1 ��� X . EXTEND TO 3' OF THE y SHOWN FOR CLARITY \ \ / (MIN OF 2 PER PLATES � FOOTING BASE. EXTEND WITHIN 12 OF ANY 14 MIN. INTO STEMWALL PERSPECTIVE OVERVIEW � � � •i�-_ � �\� CORNER) MIN 5 FROM 1' EDGE / ° as . ���� ��� TYP (UN.0) =II I I II II�I�T_II I P= (2) 04 CENTERED IN SLAB ON GRADE WHERE 0 O 12' MIN :.Q a 12 SPECIFIED PER PLAN S O FOOTING BUILDING FOOTING AND ROOF STEM WALL CORNER STEM WALL "T' D ® CODE 2018 IBC D D � 13 DROP JOISTS WHERE MIN. FOUNDATION DIMENSION DRAINS IF REQUIRED O SPECIFIED PER PLAN NUMBER OF FLOORS WIDTH THICKNESS WIDTH WIND SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O NATIVE UNDISTURBED SOIL EXP. B 91 MPH ' OR STRUCTURAL FILL PER D D a 12 a 13 2 FLOOR 15' 6' 6° GEOTECH SEISMIC DESIGN 45° CATEGORY D .a 8" FROST DEPTH BY ROOF SNOW 12 g 6 IBC TABLE 1509.1 JURISDICTION 3 LOAD 25 PSF CONCRETE CORNERS D1 POST TO 50FLOOR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 BUILDING SECTION D1 FOUNDATION WITP 5L,A15 D1 13 (I)FLOOR JOIST OR (� 02x STUD WALL PER PLAN ENG. P.E. JOHN H. O LANDING 7 / O DRIVEWAY APPROACH PER 1 O 3/4 T8G SUBFLOOR (UN.O.) DATE 1 O O 2X4 LEDGER W(2) 10d a 6' O ARCHITECTURAL SHEETS 12.0623 O.C. <..::.... .:......::..:..:t.: , ,.:.:. .:..:....., O GYPSUM WALL BOARD 2 3 FLOOR JOISTS PER PLAN REVIEW O (3) 2X12 STRINGERS INSTALLED W/5d COOLER O GARAGE SLAB PER PLAN ® FLOOR GIRDER PER PLAN ZACK C. ® 5-1/2' MINIMUM MATERIAL a NAILS 8' O.C. OR TYPE ANALYST O DIAGONAL BETWEEN RISE s/W SCREWS 6 16' O.C. O 3 O FULL DEPTH BLOCKING JOE G. i ® AND RUN O CONTINUOUS REBAR O REQUIRED AT ALL BEARING UPPER FLIGHT OF STAIRS O 16d NAIL �1 12' O.C. (UNO.) PERSPECTIVE (RECOMMENDED FOR IBC 23084.6 SHEET 3 o CRACK CONTROL) a . 11 O SUPPORTED ON 3/4 TsG 2 t>' s O2x PT W1 ANCHOR BOLTS ad NAILED Q 6' O.0 3 Sd NAIL a 12"O.C. ON ALL PER SHEARWALL 0 EDULE O O O ®COMPACTED SAND/GRAVEL �i iii iii iii „ a PANEL EDGES 12' O.C. FRAMING MEMBERS NOT AT a ij�/���/j�/j�/j�/jam/jam/j ;; # N N D 1 ® P o P _ �i���i�� O 4 HORIZONTAL 3 -5 FROM ® FIELD PANEL EDGES (UN.0) O CONTINUOUS BUILDING TOP OF STEM AND 12 O.C. O 2X4 THRUST BLOCK W/10d rO ORIENTATION OF CORNER g yi���i���i��ii�� �� ' N 24' STEM SHOWN OF SHEETS O 6' O.C. NAIL TO LANDING O P . FOOTING PER FOOTING STUD MAY VARY O i� �' # ° 0 DETAIL .� 11 ®4 VERTICAL DOWELS 36 PROJECT NUMBER JOIST O3/4' T4 SUBFLOOR Sd NAIL -0 6" O.C. ALL iTi 11 O.C. IF COLD JOINT. EXTEND O o.. ®HOEDOWN PER PLAN �� • 1�== TO 3" OF THE FOOTING 230501 2 FRAMING MEMBERS AT 1 3 2 ® 2X8 LANDING JOISTS PANEL EDGES 8 12' O.C. a i=1 I � I I=I I1=1 I1=1 I �I I 1=1 I �I I �I i BASE. EXTEND 14° MIN. INSIDE CORNER 2 ° e ' -I I �I III-1 j �I i �I I �I I �'' INTO STEMWALL IUN.0) 12 O g 10d a 6" O.C. RIM TO ON ALL FRAMING MEMBERS C n ° ,. 1 — ��N ARS TOP PLATE NOT AT PANEL EDGES /\\\i\�\\�\\�\\�\\ a 12 O FROST DEPTH BY w 23 ® LSC AT TOP 8 A35s JURISDICTION S P� :.::...:.:::.: ® ed NAIL 6 6" O.C. (ALL �/\\///\//\\//\\ � . , ';::. MIN. FOUNDATION DIMENSION (2) #4 CENTERED IN FOOTING � a BOTTOM ,� Z PANEL EDGESXUN.0) �� ��\\�\ NUMBER OF FLOORS WIDTH THICKNESS WIDTH NOTCH STRINGER TO REST SECTION �\ \ :'. .' 11 FOOTING AND ROOF 3886 11 �► �/ SUPPORTED BY FOOTING OF FOOTING OF FOOTING OF STEM O o STRINGERS SPANNING OVER ON LEDGER p F 6 STEPS MUST BE SUPPORTED DRAINS IF REQUIRED oFs C/ ST -? G I FLOOR 12' 6' 6 ° 2X TREADS W/(3) 10d 2 FLOOR 15' 6' 6° NATIVE UNDISTURBED SOIL SioNALE BEAM ON 4X4 POSTS. 12 EACH STRINGER OO 3 FLOOR 18' 8' 8° 12 OR STRUCTURAL FILL PER POST TO 18 CONCRETE FOOTING (o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT©2021 OR STUDWAEE 13 9 % IBC TABLE 1&09.1 4 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN D T Y D R FAIR LANDING CONNECTION D1 INSIDE/OUTSIDE CORNER D1 CONTINUOUS STRIP FOOTING AT GARAGE ENTRE' D1 FOUNDATION WITH FLOOR JOISTS D1 ������WITWA,Lo�e �a�;CAITI� 26 22) 18 O MFR GABLE END TRUSS 14) O DOUBLE TOP PLATE SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT O FACE OF FOOTING 02x FLOOR JOIST OR MFR O FLOOR JOIST PER PLAN (UN.O. ON PLAN) AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER O TOP OF SLOPE JOIST. SPACING 8 SIZE PER O CONTINUOUS VERTICAL AND CIVIL/GEOTECHNICAL ENGINEER PLAN 3 O DIAPHRAGM OPENING SHEATHING OVER GABLE O H/3 BUT NEED NOT • O (3) Sd TOE NAILS EACH PER PLAN FRAMING UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO EXCEED 40' MAX - • _ - - SIDE EVERY 16° ON CENTER O 16" OF BLOCKING W/ 36" s ® 1/4'x6' SDS SCREW AT 16° HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED TO BE 1500 PSF OR 2000 PSF. WHEN PROVIDED, FOLLOW ® TOE OF SLOPE - C514 STRAP O.0 TOP PLATE TO TRUSS ALL DIRECTION OF THE GEOTECHNICAL REPORT. O 2x BLOCKING CENTERED ON a BOTTOM CORD O 3 DOUBLE TOP PLATE. FULL DEPTH ® SHEATHING PER PLAN O TOENAIL TRUSS TO TOP EX BED 15'MAX �► 3 2 - ® 2 O O BEAM/DBL JOIST PER PLAN PLATE WITH (1) Sd AT 16" ON CENTER j ® FACE OF STRUCTURE ® SIMPSON A35 REQUIRED FOR SW2 8 SW3 SHEAR AROUND OPENING (TYPICAL I O IO ORA35AT 32' O.C. 2 �J WALLS. (2) SIMPSON A35 AT 4 PLACES) (UN.O. ON PLAN) ALTERNATIVE TO NOTE 4 >j 6W4 8 5W5,5HEAR WALLS (STAGGER At EACH SIDE ®BLOCKING FOR STRAP SDS SCREWS OF BLOCKING) NOT O INTERIOR SHEAR WALL ° ° -INSTALL SCREWS UPWARD THROUGH TOP PLATES INTO NAILING 4 SHEATHING PER ° CENTER OF BOTTOM TRUSS �J ` 3 SECTION VIEW OVERALL PERSPECTIVE PLAN. ° ° O CHORD. O -BRACE TRUSSES PER BCSI. CONSULT TRUSS MANUFACTURER 2 FOR BRACING REQUIREMENTS. 26 22 18 IBC FIG 160a.1.1 14 INTERIOR 5HE,4RWALL TO PERPENDICULAR JOISTS ,ABOVE D2 LARGE PAPHRAGM OPENING D2 G,45LE END TO 5HEAR WALL ATTACHMENT D2 FOUNDATION CLEARANCE FROM SLOPES D2 27 23 19 15 O SHEATH UNDER OVERFRAMING N3I (0 O O 2x4 RAFTERS a 24' cc - O (2) 2x4 LAMINATIONS W/ (1) CD(5) 16d NAILS STAGGERED3x O MEMBER TFORJ5W2I, \ SUPPORTED AT 6 oc MAX W/ 2x4s ON TRUSS CHORD. N `V ° _ ROW OF STAGGERED 10d N COMMON WIRE NAILS a 12"oc ¢ M/NL4p At EACH SIDE OF TOP PLATE SPLICE. / / PANEL EDGES SW3 AND SW4 SHEAR WALL I 2 2x6 RAFTERS a 24' or- `" ° O� �Lq TF S��IC� SECTION W/ 3X STUD SECTION W/ (2)2X STUD SECTION W/ 2X STUD O 5W2 SHEAR WALL Sd NAIL: SUPPORTED AT 8' oc MAX W/ "' O (2) 2x6 LAMINATIONS W/ (2) 2 O (3) 16d NAILS STAGGERED (SWI ONLY) 4" EDGE - 12' FIELD 3 I 2x6's ON TRUSS CHORD. m N ROW OF STAGGERED 10d COMMON WIRE NAILS a 6 At EACH SIDE OF BOTTOM PLATE SPLICE. �' �j SW3 SHEAR WALL 8d NAIL: O (2) 2x6 VALLEY BOARDS UN.O. "' EACH SIDE 3' EDGE - 12° FIELD O NAILEDH TRUSS T C ° ° 3 (2) 16d NAILS a 16'oc INTO O � , SW4 SHEAR WALL 8D NAIL - 2" EDGE - 12' FIELD NAA ,�� O (3) 2x4 LAMINATIONS W/ (U - j STUDS 4 ® 2x6 RIDGE BOARD UN.O.I. 2' 1/2- ROW OF STAGGERED 30d � O i/16' OSB SHEATHING COMMON WIRE NAILS a 16'0 ®SIMPSON 36" C614 MAY BE 2 \ / O ROOF SHEATHING PER PLAN ° EACH SIDE 1-I _ USED IN LIEU OF NAILING AS IND ICATED(NOT SHOWN FOR ® 2x MEMBER FOR SHEAR \ / ® VENTILATION ACCESS PER ® (3) 2x(o LAMINATIONS W/ (2) 'r�� CLARITY) 3 WALLS MID PANEL (FIELD) BUILDER 22-1/2'x48' MAX ROWS OF STAGGERED 30d 2-1/2 COMMON WIRE NAILS a'oc O SHEAR WALL PER PLAN DIMENSION, 1-1/2' zo EACH SIDE ° ® (2) 2X MAY BE USED IN ° 1-1/2 PLACE OF 3X PER SHEAR NOTE: PLATE SPLICE WALL NOTES I ° APPLIES WHEN NO OTHER SWI SHEAR PANEL 2 SPLICE IS INDICATED. FOR COMPARISON 6W2, 5W3, OR SW4 3 SHEAR PANEL EXAMPLE RESIDENCE 27 .423 19 15 FER NDS 633 MUM 6C OVERERAMING D2 NAILING SCHEDULE FOR BUILT-UP COLUMN D2 PLATE SPLICE D2 5W2, 5W3, 5W4 5HEAR WALL NAILING D2 28 24 O MAIN FLOOR SHEAR WALL 20 O WALL FRAMING 16 ABOVE EXTEND STRAP ON PONY O O 5IMP50N HOLDOWN PER PLAN TO ALL THREAD ROD O WALL TO FLOOR ABOVE WITH AN M6TC52. 01/2" MIN FROM CORNER OCENTER 0 3/4" TSG FLOOR SHEATHING STRAP ON JOISTS AS SHOWN °° ® 2X SOLE PLATE TO JOIST O WHERE FOOTING SECTION ° o 0 (1) #4 RE15AR. MAY BE FOUNDATION REBAR OR 6 3 O TRUSS PER PLAN 2 WK3)16d NAILS 16'O.C. SFcr�oN , 'A' IS MORE THAN 8' ° o 0 o POST TENSION O DBL JOIST UNDER SHEAR 3 4 PROVIDE 4 CS16 EACH SIDE OF SPLICE W/8 -16d ° ° ° ° ° ® ° ° #- ® O SHEATHING PER SHEAR WALL OR BLOCKING O COMMON NAILS o o °°°° a Z O 24" MIN REBAR LENGTH WALL SCHEDULE ® DBL 2X TOP PLATE °j � TOP PLATE SPLICE LINE O ° ° ° ° ° ° ° ° 3 7/16 OSB NAILED W/ 4 � 2X PONY WALL STUD O GR4p� ° � ° ° a o ®NOTE: HOEDOWNS At 10d NAILS AT 6' O.G. ®116' OS$ SHEATHING NAIL ° Q °° a �✓' (2) 2X PLATE O ° ° o 0 � 1 CORNER ARE SPACED 1/2 FROM EDGE. ® 2x4 VERTICAL SUPPORTS (o PER SHEAR WALL ABOVE ° a a O S O ® HOEDOWN PER PLAN ° W/ (5) Sd NAILS INTO TOP AND BOTTOM CHORD. ® 9 2X Pt SILL PLATE O ° a ° 2 O PONY WALL SHEATHING 8 ° 3 O CLEAR SPAN Ii' MAXIMUM. ° ' ®16 x8 THICK CONTINUOUS . a ° 8".. (o ° ° ;' FOR TYPE RJ HOEDOWN (BOTH SIDES OF TRUSS) FOOTING W/(2) #4. �/� SHEAR NAILING TO MATCH , , w 0 FOR NON RJ HOEDOWNS O HI CLIP AT EACH TRUSS ° O I� ANCHOR PER PLAN FOR I2 a a° WALL ABOVE S 6' MAXIMUM PONY WALL O 2 2 Q SHEARWALLS OR 1/2 ° ° ®COMPRESSION BLOCKING O(0 1' GAP BETWEEN ROOF SHEATHING AND TOP OF 9 WEDGE ANCHORS FOR NON -SHEAR ° O ° ° ° HDU HOLDOWN 0 (WHEN SPECIFIED) 0 (2) Sd NAILS a S' O.G. OR LATERAL BRACING ALLOWED FOR ° „ ° 12 ALL THREADED ROD ® . ° ° ° a ° E ,5T SCUD PACK OR POST PER 16d a 16 O.C. VENTILATION II •': S'°^ TM F` N PLAN I , BUILDER t0 DETERMINE ° ° 13 ° 13 18" SONOTUBE $ d IN6' TALL STEP TO RETAIN 11 STHD STHDRJ IF STHD OR STHD/RJ IS 28 DEPTH PER PLAN 24 48' SOIL MAX 20 APPROPRIATE. 16 MftO 2 CANTILEVERED TRU55 LATERAL 51RACING D2 INTERIOR 5HEARWALL TO STRIP FOOTING CONNECTION D2 STEP FOOTING PONS' WALL FRAMING D2 5IMP50N 5THD D2 29 25 , O SHEAR WALL PER PLAN 21 � � 17 O LOCK OCONCRETE STEM WALL PER W1 (2) 210d TO NAILED 2 ® PLAN EACH END 2 O 3/4 TSG FLOOR O2x BOTTOM PLATE PER SIMPSON HDU2 OR HDU5 SHEARWALL SCHEDULE O 2X SOLE PLATE TO RIM 2 0 ad a 4'O.C. O W/ 16d a 4" O.C. ® W/16d a 6' O.C. UN.O. ,' HOEDOWN PER PLAN 4 93/4" TAG FLOORING 1 O 3/4 TAG TO RIM: OFLOOR TRUSS PER MFR o� 2 O #4 REBAR FOR TOP I 1 O TRUSS/RAFTER PER ad a 6O.C. O ® SHEAR WALL NAILING PER REINFORCEMENT PLAN 2 2X OR MFR FLOOR JOIST PLAN � a O5IMP60N SB5/8x24 ANCHOR ®HI EACH TRUSS (UN.O.) RIM TO MUD SILL W/16d ® ' . 9 3✓- (3) 16d NAILS 07/16" OSB W/ad 6'O.C. a a 4' O.C. UN.O. *PANEL ® O 5IMP50N SSTB16 OPTION EDGES G ` > FIELD OR GW5 W1 O O O ANCHOR BOLT PER PLAN 3 ®2x4 FEAT a 16' O.C. FOR HDU2 APPLICATIONS 1-5/8' SCREWS. O O (2) ad NAILS EACH TRUSS ° 58 MUDSILL W/ ANCHOR BOLTS ®HANGER PER TRUSS (0 ;..' .,: ® SHEATHING TO STUD SEE SHEAR WALL TO BLOCKING INTERSECTION MFR PER PLAN 02x6 BLOCKING W/ SCHEDULE S ® 2x6 PLATE W/ (2) 16d NAILS ° O DOUBLE STUD W/ 16d a 16' 16da6'O.C. TO TOP PLATE (o �► O l3) SDS 1/4"x3-1/2' SCREWS STAGGERED a 16" O.C. a 6' O.C. TO DOUBLE TOP PLATE ° I 3 O.C. OR (2)Sd a S" O.C._ ® ®BEAM/RIM JOIST PERINTO STRUCTURAL 2x ° a ` �111Q4 :. a . PLAN. EXTEND OR STRUCTURAL RIM ONAIL BOTTOM CORD t0 ° ° ° ® NO RIM REQUIRED WHEN 9 SHEATHING OVER FACE ® CONCRETE FOUNDATION SHEARWALL DBL TOP SLAB ON GRADE OR 2X10 BLOCKING PLATE W/ (2)16d a 8" ON a / BETWEEN CONTINUOUS OFFSET TRUSS ALIGNED TRUSS CENTER STUDS ® O DECK JOISTS PER PLAN I „ 2x6 PRESSURE BLOCK W/ (2) 1001 STAGGERED * SEE SHEARWALL TABLE ® 3/4' T4 G FLOORING 29 AT 6' O.C. 25 FOR ADDITIONAL NAILING 21 17 HDU2 4 HIM CONNECTION D2 JACK TRU55 SHEAR TRANFER D2 DECK LEDGER CONNECTION D2 INTERIOR SHEAR WALL TO FLOOR TRU55 A50VE CONNECTION D2 6 4 -.4 r l r =o ;cl) w r>�ncsa u rl - r -I - r -I N - r -I b� N BUILDING CODE 2018150 WIND EXP. B 9l MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PF ENG. P.E. JOHN H. DATE 12.0623 REVIEW ZACK C. ANALYST JOE G. SHEET D2 60F 8 SHEETS PROJECT NUMBER 230501 COPYRIGHT© 2021 HODGE ENGINEERING INC. THIS DOCUMENT WAS BEEN vIGITALLT 5uEv FIER WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY T�E JURISDICTION UNRESTRAINED RETAINING WALL SCHEDULE 42 H W T VERTICAL 5 K D 38) 34) / � -'iO PLANK WALL NAILING PER 30 4' s' a' 04 9 12' OC 24' 0 a•' � O SIMPSON DTT2Z DECK ' ® 2 SILL NAILING TO RIM 41 -6 8 I2 12 OC 40 6 4 HANGERS W/ I/2 HE ALL `=:' O 16d a �� O.C. FOOTING SIZE AND cn W/mmmx 6'r' -s' s' 12' S tv 10' oC 4•'-g' 10' 4' 1 1 THREADED RODS Lu EDGE 5'I'-10' 5' 12' *5 tv V OC 6'-3' 1i' 1-3/4' � R a, � � REBAR SCHEDULE o 0 � WIDE FOOTING E3ASED ON 1500 PSF SOIL O2 FLOOR JOIST PER PLAN. e° F, 3 STRAP WHEN SPECIFIED WEB STIFFENERS REQUIRED °e PER PLAN > U- CONCRETE Wc) = 2500 sI r7� (3 I z FOR MFR FLR J5T ®DOUBLE RIM JOIST 2 Ix 0 p O HORIZONTAL REBAR ftHAPPLICATION / REQUIRED FOR 5W2 OR 2 P05T OR STUDS � �® REBAR if ) = 60 ksi 04 REBAR AT lm'oc GREATER 5HEARWALL5 O 0 PASSIVE SOIL = 250 pcf O DECK JOISTS PER PLAN PER PLAN ACTIVE SOIL = 35 pcf O VERTICAL REBAR SPLICE 30' 0 PARALLEL FLOOR JOIST SOIL BEARING = 1500 psf FOR *4 REBAR, 35" FOR "5 O 1 O ATTACH FULL DEPTH BLE TOP O DO G TU z o REBAR) W/ FOOTING REBAR ® FLOOR SHEATHING NAILING PLATE BLOCKININ T 10d U EACH O FOOTING PAD CAN O TRANSVERSE REBAR ePARALLEL JOIST: 6 oc. " BAY BE PLACED BELOWO04 15" O.G. PERPENDICULAR J0I6T:3 oc �� 1 ® FLOOR JOIST PER PLAN THE CONTINUOUS U- D (VARIES -SEE TABLE) ®NIRA -DRAIN 6000 TIED INTO 2 ® NAIL SUBFLOOR t0 FOOTING IF 0 O DOUBLE BLOCKING O 0 j FOOTING DRAIN SYSTEM BLOCKING W/ 5d a 6' oc PREFERRED z BACKFILL WITH FREE 2 REQUIRED FOR 9 DRAINING WELL GRADED PERPENDICULAR (UN.0) 0 2 MATERIALS 5°ro FINES MAX. 1 1 INSTALLATION W/ 1/4'x2-1/2° ®SCUD WALL OR BEAM PER P��� T61D6 SCREWS PLAN O KEY (NOT REQUIRED IF SLABI TOE NAIL BLOCKING TO O x/16' OSB SHEATHING TO �'(�` @ ¢ o o O m PRESENT AT FOOTING) O S UNDERSIDE OF FLOOR _' m �iuwmoao d:6 N ` L C O Q T J O O P / l2) 6 JOISTS w - � ° S �. ®FOOTING 12' MIN BELOW GRADE. J C. ° SWEN/m/ BELOW GRADE IS NOT O5 0 SDWC EACH SCUD t0 DBL UUF m Q o N@ c r X N BACK BAYS ®�N V ��aooUcoo 1 3 FOOTING TO BEAR ON REQUIRED IF SLAB PRESENT O $ B TOP PLATE. SDWG FLOOR 1 Qua = ;��o�,w- 3 Ul II— N N >. C -O D �j FIRM UNDISTURBED # JOIST TO DBL TOP o = Oa N o a` O FOOTING REBAR 4 10" O.C. PERPENDICULAR FLOOR JOIST j I DTT2Z AT CANTILEVERED PLATE/BEAM. (4 SDWG Z ° a B NATIVE SOIL WITH 3" COVER NOT REQUIRED FOR��ENTIREL�' UNDER 3011 ,4BOVE GRADE WALL ENDS WHEN as C = o �° 0 � ao TOTAL) WHEN HOEDOWN D ; a 2 C 0 - N SPECIFIED .0. SPECIFIED 30 o n= 1Bc 15012 42 38 34 UNRESTRAINED CONCRETE WALL - 40 FF SURCHARGE - 2015 IBC D3 LATERAL DECK CONNECTION D3 CANTILEVERED &HEAR WALL D3 WIDENED FOOTING (OPTION) D3 � 43 39 35 O MFR GABLE END TRUSS 31 O EXTEND SHEATHING TO win � a 40' MINIMUM LENGTHLOUDER TRUSS BOTTOM m DRAINAGE - EXTERIOR GRADES ADJACENT TO THE WALL5 OF THE HOU5E ARE TO BE SLOPED O DOUBLE TOP PLATE CHORD $ N AWAY FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS AT OR lUN.O. ON PLAN) r = o BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING 2 10 2x STUD WALL mr-ft-v 0 CONTINUOUS VERTICAL : O ATTACH ALL ADJACENT SHEATHING OVER GABLE : : TRUSS CHORDS WITH ° WALLS OVER 3 FEET IN HEIGHT. DRAINS ARE TO CON5I6T OF RIGID PERFORATED 4" PVC PIPE a O u 5URROUNDED BY WASHED PEA -GRAVEL OR GRANULAR FILL WITH LE55 THAN 5% FINES. PLACE O DOUBLE TOP PLATE FRAMING (3) I/4'x3' SDS SCREWS 0-H H A NONWOVEN -GEOTEXT ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE40's ®1/4'x6' SDS SCREW AT 16" : REMAINING WALL BACKI=ILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE O (2) CSI4 STRAP TIES MIN a o.0 TOP PLATE TO TRUSS O BLOCKING BEHIND 2 LENGTH a BOTTOM CORD 1 SHEATHING CUT FOR THE FILTER FABRIC 5UCH THAT IT FULLY SEPARATES THE DRAINAGE MATERIAL AND THE 3 BACKFILL AND EXTENDS OVER THE TOP OF THE DRAINAGE ZONE. ® BLOCK 2 STUD BAYS W/ 2x TOENAIL TRUSS TO TOP 2 FLASHING PLATE WITH (ll Sd AT 16" '� THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE TO BE AT THE BOTTOM OF THE FOOTINGS O EXTERIOR SHEATHING, NAIL ON CENTER AND THE DRAINS ARE TO BE CONSTRUCTED WITH 5UFFICIENT GRADIENT TO ALLOW GRAVITY PER PLAN ® ®HGA10 OR A35 AT 32' O.C. � D15CHARGE AWAY FROM THE STRUCTURE. THE PERFORATION5 ARE TO BE LOCATED ON THE ALTERNATIVE TO NOTE 4 _ LOWER PORTION OF THE PIPE. ~0 SDs SCREWS RETAINING WALLS OR BASEMENTS WALLS ARE NOTES E TO BE BACKFILLED WITH A MINIMUM 12 -INCH o -INSTALL SCREWS UPWARD THICK WA5HED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT 5UCH A5 MIRA-DRAIN 600, THROUGH TOP PLATES INTO ® ' OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS CENTER OF BOTTOM TRUSS (EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). THI5 DRAINAGE MATERIAL 15 TO TIE INTO CHORD. THE FOOTING DRAIN SYSTEM. -BRACE TRUSSES PER BCSI. � CONSULT TRUSS MANUFACTURER ROOF AND 5URFACE RUNOFF ARE NOT TO BE D15CHARGED INTO THE FOOTING DRAIN SYSTEM 2 FOR BRACING REQUIREMENTS. EXAMPLE RESIDENCE AND SHOULD BE HANDLED BY A SEPARATE RIGID TIGHTLINE DRAIN SYSTEM. 43 39 35 31 Z CONCRETE WALL DRAINAGE D3 CHI,ANGE IN TOP PLATE HIEIGHIT5 D3 GABLE END TO 5t4E,AR WALL ATTACHMENT D3 EXTEND 5HIEATHIING TO TRU55 BOTTOM Q40RD D3 W 44 40 3632 O 1/2' AIR SPACE REQUIRED 0 3/4" PLYWOOD ' Ln BETWEEN CONCRETE AND SUBFLOLOOR O MANUFACTURED ROOF WOOD. TRUSS WITH ENERGY HEEL A35 EACH SIDE O SHEAR WALL NAILING PER Q (IF PRESENT) OO PROVIDE APPROVED PLAN C' Q O O O SHEAR WALL NAILING PER MOISTURE BARRIER OR USE O O FLUSH DOUBLE 2x JOIST • PLAN PRESSURE TREATED BEAM OR MFR DOUBLE JOIST Z WITH WEB STIFFENERS OR m O 1/16 OSB OR SMART SIDE O PANEL BLOCKING W/ 5cI ® BEAM PER PLAN 6' cc INTO DOUBLE TOP ® FLOOR JOIST PER PLAN W PLATE # TOP CHORD BIRD 0 PERSPECTIVE INTERIOR PERSPECTIVE EXTERIOR BLOCK, O STUD/PO5T PER SHEAR = L ® ROOF SHEATHING PER PLAN O WALL SCHEDULE O W/ 5d 6 cc INTO BIRD ® M5TC4553 (WHEN o-► BLOCK BLOCKING. SPECIFIED ON PLAN) ° 3 4 6IMP60N H1 CLIP. TYPICAL . p e (0 O (2)GS14 OPTION l36 MIN LENGTH, WRAP X 0- AT ALL TRUSS BOTTOM ° .4 AROUND BEAM) BUILDING LL CHORD TO DOUBLE TOP ° ° 9 PLATE INTERSECTIONS fO 8 15' MIN TO STUD WALL CODE 2018 IBC CIO �0 (C514 OPTION ) WIND ® SOFFIT MATERIAL 2EXP. B 91 MPH �0 2 (IF PRESENT) O NAIL SHEATHING TO BEAM. POCKET BEAM DO NOT BREAK SEISMIC DESIGN SHEATHING CATEGORY D ROOF SNOW 44 TRU55 SECTION 40 36 32 LOAD 25 PF D3 R,4I5ED HEEL TO 5HEAR WALL CONNECTION D3 BEAM END SUPPORT AT FOUNDATION D3 5HEAR WALL ,AT BEAM D3 ONNON 45 41 37 33 O1 FASTENER PER PLAN (ENG. P.E. JO74) MINIMUM OF (4) DTTIZ OR O SIMPSON DTTIZ DECK DATE 12 0623 (2) DTT2Z PER DECK TENSION TIE 1 O STUD TO MATCH GIRDER PLY (UN.O REVIEW PER IRC 5012.4 ON ON ENGINEERING SHEETS) O (6) O9 x 1-1/2' 6IMP50N SD S ZAGK G. SCREWS (SHOWN) OR o^ ALLOWABLE UPLIFTS ANALYST (5) 0.145'x 1-1/2' NAILS ° D FASTENERS HF/SPF SHEET JOE G. O3 DECK JOISTS PER PLAN ° ° ° ° ° SDWC SCREW 485 3/5" SIMPSON HDHl 425 G LAG °° °° a 2 HI 5A 535 SCREW WITH HDG WASHER ;°,;° H10A 1015 D3 OR 5DWH TIMBER -HEX HDG SCREW (SHOWN) INTO H10A-2 930 O` ® TOP PLATE, STUDS, OR 6IMP60N LGT2 5IMP6ON MGT W/ HDU LGT3-51D52.5 (3)PLY 2505 70F 8 SHEETS O HEADER G- D 3 (4)PLY 2920 O FLOOR JOIST PER PLAN MGT (2)PLY 3300 PROJECT NUMBER (I)VGTR/L (2)PLY 1600 230501 ® FLASHING BY OTHERS - (2)VGTR/L (2)PLY 3990 SHOWN FOR REFERENCE (l)vGT (2)PLY 3555 AAo ONLY (2)VGT (2)PLY 5110 of 23 3" MIN. THREAD (2)VG (3)PLY 6 2 ro-0— JOIST HANGER AND HGt-2 (2/1PLY 6455 PENETRATION LEDGER ATTACHMENT WGT-3 (3)PLY 9035 - Z PER PLAN - Y —925-0-- -VALUES 2 0 -VALUES BASED ON SIMF60N STRONG TIE FASTENER OPTION OF (1) DTT2Z IN SCHEDULE. BUILDER TO FOLLOW ALL MAMFAC1UfER FSS/oNA�E�G�� LIEU OF (2) DTTIZ REQUIREI'M6 FOR FASTENER INSTALLATION. NOT REQUIRED FOR DECKS ENTIRELY' UNDER 30" ,ABOVE GRADE SIMPSON VGT DOUBLE INSTALLATION 6IMP60N VGTR/LCOPYRIGHT©2021 45 41 C -C 2021 (WOOD CONSTRUCTION CONNECTORS), PAGE 295 37 W/ (2) HDU4 W/ HDU4 33 HODGE ENGINEERING INC. THIS DOCUMENT NAS BEEN DIGITALLT 5131 D3 D3 LATERAL DECK CONNECTION - DTT1Z D3 TRU55 UPLIFT CONNECTORS D3 �RT�;;EM,W'TBA,��e T�IR;SD1�1ON 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 IN 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 GUARD RAILS 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 �0� 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 (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 411. 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 IN SUFFICIENT DETAIL TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO. 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 #4, 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 & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d MAX. 2-1/2 MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS 4 BOISE CASCADE RATIO FLYASH (PCY) SIZE (IN) MEMBER (1) MATERIAL PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (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 #4, 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 & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI -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 (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC 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 2" 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 &TREATMENT APPLICATION SPECIFIED MATERIAL (1) SPECIFIED FOUNDATION SILL LOUISIANA ROSEBURG FOREST GEORGIA 2X, 4X, 6X OR GLULAM TRUS-JOIST BOISE CASCADE LEDGERS ON (FIR) 16d @ 6" O.C. MEMBER CONCRETE OR PACIFIC PRODUCTS PACIFIC CEILING JOIST NOT ATTACHED TO 2x TIMBERSTRAND (3)16d 2x GANG LAM 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) Fb=1700 PSI Fb=2250 PSI FACE NAIL 2X, & 4X (CEDAR) 2x SCL GALV (G90) POSTS &LEDGERS RAFTER OR ROOF TRUSS TO TOP 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) E=1300 KSI 6X OR GLULAM E=1500 KSI END NAIL (2) 16d (CEDAR)90) Fv=400 PSI GALV (G Fv=275 PSI TOENAIL (3) 10d RAFTERS, OR RAFTER TO 2" RIDGE 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 AT INTERSECTING WALL CORNERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI (2" TO 2" HEADER) Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI TOP PLATE TO TOP PLATE 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 BAND JOIST (NOT AT BRACED PANEL) E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BAND JOIST AT BRACED PANEL Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI STUD TO TOP OR BOTTOM PLATE 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 JOIST TO STILL, TOP PLATE OR E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI RIM JOIST/BAND JOIST OR BLOCKING Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 2" SUBFLOOR TO JOIST OR GIRDER 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4 -PLY G -P -LAM* (PLANK &BEAM -FLOOR &ROOF) Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI BRIDGING/BLOCKING TO 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 * - 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. cr 0 PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, 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 &TREATMENT APPLICATION SPECIFIED MATERIAL (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)90) NONE GALV (G PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, 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 (MIN 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. I -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. BUILDING CODE 201015C WIND EXP. 8 9l MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H. DATE 12.06.23 REVIEW ZACK C. ANALYST JOE G. SHEET Nl 80F 8 SHEETS PROJECT NUMBER 230501 COP1'RICsNT©2021 I-IODCaE ENCaINEERINCa INC. THIS DOCIMENT NAS BEEN DIGITALLY SIGNED f�R WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY 8E REl'IOvED BY THE JURISDICTION