MM 9 ENGINEERING2018 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
ENSURE VENTS ARE NOT AT HOLDOWN OR
POINT LOAD LOCATIONS (TYP)
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
(V)
551x30' U.N.O.
CATEGORY
POST PER PLAN
1
OWNER
PER OWNER
OWNER
(3(o) -6D5 Y'x 2Y2' TO 6x6 MIN.
RESPONSE S1
RESPONSE Ss
POST PER PLAN
25 PSF
97 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.4658
1.2868
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
t'l IN f=LOOfR f=fR MING/ f=OUNID TION '=LN ENGINEEfRING
DO NOT 5Cy4LE(1/4 11 = V)
ENSURE VENTS ARE N07 AT HOLDOWN OR
POINT LOAD LOCATIONS (TYP)
5LOCKING RESTRAINT AT
JOIST END E EACH
INTERMEDIATE SUPPORT
(SEISMIC ZONE D R502.1)
(U4
HOLDOWN 5CHEIDULE
SIMPSON PRODUCT
FASTENERS
2OoR 24
MODEL NUMBER
RX
ANCHOR BOLTS
NAILS
SCREWS
CAPACITY#
SNOW
HDU5 - SIF MEMBER 4340#
N/A
(14)-6DS y'x 2Y2' TO (2) STUDS
55 5/644 U.N.O.
HDU5 - DF MEMBER 56450
�
MIN.
WDU8 - HF MEMBER 5820#
N/A
(20)-SD5 Y4'x 2,V2' TO (2) STUDS
56T526 OR 55 1/8'x24
HDU8 - DF MEMBER 1810#
POST PER PLAN
MIN.
URO,
HDUII - SIF MEMBER 8030#
N/A
(30)-SD6 Y4'x2J/2- TO 6x6 MIN.
551x30' U.N.O.
WDUll - DF MEMBER 9335#
POST PER PLAN
1
HDU14 HF MEMBER 9260#
N/A
(3(o) -6D5 Y'x 2Y2' TO 6x6 MIN.
551x30' U.N.O.
WDU14 - DF MEMBER 144450
POST PER PLAN
-12 &0 54 4& 4S'x4&'xl2" WI(6) 104 EACH WAY
5T1-ID14/5T1-ID14RJ - 3500#
(2) STUDS U1/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
N/A
N/A
M5TC6653 - 4.900
PER MFR
N/A
N/A
C514 - 2490#
(18) ed 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 SIMP60N
'Z-MAx', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION.
(3) SU56TITUTION WITH NON-61MP50N ,ANCHORS WITH ENGINEER'S APPROVAL.
(4) ST1-ID14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST)
LEGEND
FOR 1500 PSF 501L 5EARING
POINT LOAD KEl'
2OoR 24
MEMBER
RX
FACTORED �L
Z.O 6.0
V�
SNOW
3.0
SCUD/COLUMN
DE51GNATOR ,y+`0
too fid"
EXAMPLES
�
30
SHEAIRWALL DESICxNAtOR
�
o°a
®
0
HOLDOWN/STRAP
POST PER PLAN
DESIGNATOR sT+D14
�u5
(zzsws
c614
DETAIL GALL -OUT
POST PER PLAN
1
D1
42 "x42'x12' WK5) 04 EACH WAY
SQUASH BLOCKING:
(1) STUD(S) FOR POINT LOAD FROM A50VE
O SQUASH BLOCK(S) REQUIRED UNDER
ALL DBL STUD OR GREATER lUl-IERE
INDICATED ON ENGINEERING.
(IRC 6023J 5TUD5 SHALL BE CONTINUOUS
FROM SOLE PLATE TO TOP PLATE
: ;RO
LOUJEfR Of=
:;RoOf= f=fR t"IING VIT�' L0ED ENGINEEfRING
DO NOT eCy4LE(1/4 11 = V)
BALLOON FRAME ALL
AREAS OPEN 70
ABOVE W/ (2) 2x6
HK 5TUD56 16'O.C.
ENGINEERED U51NG BUILDER PROVIDED
MFR iR1155 LAYOUT COMPLETED BY THE
TRUSS CO JOB NUMBER 55611300F. DO
NOT 5WITCH TRUSS MANUFACTURER OR
LAYOUT WITHOUT CONSULTING NODCsE
DIMENSIONS PROVIDED BY TRUSS MFR,
BUILDER TO VERIFY ALL DIMEN510N5
PRIOR TO ORDERING MATERIAL.
PROVIDE ALL FINAL SHOP DRAWINGS TO HODCxE
ENGINEERING AS SOON AS COMPLETED.
IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM
5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRACE J015T5 AND TRUSSES PER
MANUFACTURER
FOOTING PAD 5CHEDULE
FOR 1500 PSF 501L 5EARING
POSITIVE POST TO FOOTING CONNECTION
2OoR 24
20"DIA. OR 24"DIA. x S'
®
POST PER PLAN
2.5K CAPACITY
OR 4.OK CAPACITY
24
24"x24"x8' W/(2) 04 EACH WAY
®
5.5K CAPACITY
POST PER PLAN
30
30'x30"x10" W/(4) 414 EACH WAY
®
6.5K CAPACITY
POST PER PLAN
36
36 "x36 "x12" W/(4) *14 EACH WAY
®
12K CAPACITY
POST PER PLAN
42
42 "x42'x12' WK5) 04 EACH WAY
16.5K CAPACITY
POST PER PLAN
-12 &0 54 4& 4S'x4&'xl2" WI(6) 104 EACH WAY
21K CAPACITY
54'x54'xl3' WKI) *4 EACH WAY
2 l CAPACITY
6 0'x6 O'xl4' WK5) 04 EACH WAY
331K CAPAC I TSI'
-4
12 xl2 x 16 W101) 04 EACH WAY
41K CAPACITY
POST PER PLAN
o POSITIVE POST
TO FOOTING UJ/
S IMPSON EP5, P5
(2)A35, OR MA5
U.N.O.
v• .
A Q d.
A : d
REBAR
MAT PER
a a
'
FOOTING SCHEDULE
. c
a ° 3" SROM 501 .650E5
4 BOTTOM
d.
G
00
0
Z
0
W
w
F -4
milmoll
rll-
L
�_ wI
F; � rte+
rU N O 7 N
fii •L N a) .0 NO a)
a) w � � 70 c) L
L L g cc O C c- U
70 7e
f6 N N V O V 0 0
cc
f6 ~� N a) U L U C�
qui+, a) tea)'_0>,�a)
0 0 c N c E c
.� 0'� O a >, O OQ
cn
Q U UU a) (a >, O
L N c
c -0 -0 N
U Q -
BUILDING
CODE 2018 IBC
WIND
EXP. 5 91 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 P5F
ENG. P.E.
JOIN H.
DATE
03,11.2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
1 OF1 OSHEETS
PROJECT NUMBER
230114
\FSS/ONALENG�
COPYRIGHT cQ2023
I-IODCxE ENGINEERING, INC.
DIGITALLY SIGNED
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: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
(3) 2x6 DF11 STUD:
REQUIRED At ALL
NDUS NOLDOUAN
LOCATIONS.
SITE CRITERIA
24" O.C. TRU55/RAFTER5
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
RESPONSE S1
RESPONSE Ss
25 PSF
97 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.4658
1.2868
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
(ADJUST MAN DOOR
TO MEET APA MINIMUM
WIDTH REQUIREMENT).
SHEATH BOTH SIDES
v 7
IAIN f=LOOfR LATEfRAL ENGINEEfRINC=i:
DO NOT SCALA 0/4 V)
SHEATH ALL EXTERIOR WALLS A5 UJI UNLESS NOTED OTHERWISE.
N
N
I(0' MIN 5INGLE
PORTAL FR.
(ADJUST MAN �w�
70 MEET APA MINIMUM
WIDTH REQUIREMENT).
SHEATH BOTH SIDES
DIMEN510N5 PROVIDED BT RUSH
RESIDENTIAL — CONFIRM DIMENSIONS WITH
RUSH PRIOR TO POUR
f=OUNID AT I ON :='LAN ENC:;lNEEfRlNG_
DO NOT 5CALE (1/4' = 1')
16' MINIMUM PORTAL
FRAME WIDTH.
ROOD 5HEATHING 5CHEIDULE
24" O.C. TRU55/RAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
(UP TO)
THICKNESS
�'�
6.0
40 PSF
1/16'
S
10 PSF
15/32111/21
32/16
EXtE
R9
4x12 D
D HEADER
HEAR U1
't1
LL
175 PSF
23/321,3/41
48/24
16' MINIMUM PORTAL
FRAME WIDTH.
ROOD 5HEATHING 5CHEIDULE
24" O.C. TRU55/RAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
(UP TO)
THICKNESS
�'�
6.0
40 PSF
1/16'
24/16
10 PSF
15/32111/21
32/16
130 PSF
19/32', 5/S'
40/20
175 PSF
23/321,3/41
48/24
ROOD 5HEATHING 5CHEIDULE
1(o" O.C. TRUSS/RAFTERS
SNOW LOAD
NOMINAL
$PAN RATING
(UP t0)
tNICiWESS
100 P5F
1/16'
24/16
ISD PSF
15/32', I/2'
32/16
LONG DIMENSIONS PERPENDICULAR t0 ROOF
JOIST U11tN EDGE SUPPORT.
R5032.I.KI)
DIMENSIONS PROVIDED BY TRUSS MFR
BUILDER TO VERIFY ALL DIMENSIONS
PRIOR TO ORDERING MATERIAL.
v TION
(S; fRA V I T L041D ENGINEEfRINC:;.
DO NOT SCALE (I/4" = 1')
TRUSS FINAL SHOP DRAWINGS TO BE
PROVIDED TO HODGE ENGINEERING
FOR REVIEW AS SOON AS COMPLETED.
IF FINAL TRUSS DRAWINGS DIFFER FROM
DESIGNERS TRUSS DRAWINGS ADDITIONAL
ENGINEERING WILL BE REQUIRED.
LEGEND
POINT LOAD IGEI'
MEMBER
RX
FACTORED DEAD
�'�
6.0
L V
2. 0
SNOW
3.0
SCUD/COLUMN �
DESICaNAtOR ry+" ,��'
EXAMPLES10
o
SHEARlUALL DESIGNATOR
�
va
HOLDOUJN/StR4P
DESIGNATOR STNDI4
(zx.6ws
c514
DETAIL CALL-OUT
1
D1
00
Z
0
W
w
F -4
milmoll
rl� -
BUILDING
CODE 2018 I5C
WIND
EXP. 5 91 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 FF
ENG. P.E.
JOIN H.
DATE
03, .2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
z OF1 0SHEETS
PROJECT NUMBER
230114
GOPI'RIGNt cQ2023
I-IODCxE ENGINEERING, INC.
DIGITALLY SIGNED R
U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION
2018 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
(3 CAR OPTION)
SITE CRITERIA
SIMP50N 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
S51x30' 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
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
70N FRAME ALL
:AS OPEN TO
AVE W/ (2) 2x6
iTUDS g 16'O.G.
32 D2 D3
D3
UFFEfR f=LOOfR L TEfR L ENGINEEfRING
DO NOT 5CALE(1/0 11 =1'J
SHEATH ALL EXTERIOR WALLS AS CJLUI UNLESS NOTED OTHERWISE.
ADJUST CRAWL SPACE vENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS
(3RD CAR 0F0
ORD CAR OPT)
BALLOON FRAME ALL
AREAS OPEN TO
ABOVE W/ (2) 2x6
HF'2 STUDS 6 16'O.G.
174IN f=LOOfR LATEfRAL ENGINEEfRING
DO NOT 5CY4LEN/all = 1'J
SHEATH ALL EXTERIOR WALLS AS w NLESS NOTED OTHERWISE.
3'o.c. NAILING -CONTINUOUS
SHEATHING OVER MUD 5ILL
TYPICAL ALL EXTERIOR WALL5
f=f;; EE 5TANEDING TU5 Of=TION,
DO NOT SCALE CI/8" = 1')
5wi
(RI
4x8 DF*2
0
SUI(
DO NOT SCALE ll/8" = 1'1
ENGINEERED U51NG BUILDER PROVIDED
MFR TRUSS LAYOUT COMPLETED BY THE
TRUSS CO JOB NUMBER 55611300. DO NOT
SWITCH TRUSS MANUFACTURER OR LAYOUT
WITHOUT CONSULTING HODGE
DIMENSIONS PROVIDED BY TRUSS MFR
BUILDER TO VERIFY ALL DIMENSIONS
PRIOR TO ORDERING MATERIAL.
TRU55 FASTENER SCHEDULE:
A35 m 32' cc OR 5DWC 6 m 1(o' OG.
(TYPICAL AT ALL GABLE ENDS)
NI -TYPICAL AT ALL TRUSS TO
PERPENDICULAR TOP PLATE LOCATIONS
(UN.O.)
(2)H2.5s -TYPICAL AT ALL MULTIPLE PLY
TRUSS TO PERPENDICULAR TOP PLATE
LOCATIONS (U.N.O.)
LGT4 - DI (L,R) 29
D2
(LXMXR) DENOTES LEFT, MIDDLE RIGHT
TRUSS BEARING. REFER TO BUILDER
PROVIDED TRUSS MFR PROFILES FOR
ADDITIONAL INFORMATION.
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 5/DI
VAIL SHEATHING TO ALL
AMINCs MEMBERS U51NG 8d
W/ 3' GRID PATTERN.
INSTALL 5IMP5ON L5TA
5TRAF6BACKs1oE oof= � MIN V Ifil' LOAD IN
ROWS I(od SINKER la 3110.C. DO NOT 5CY4LEN/4 V)
PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE
ENGINEERING AS SOON AS COMPLETED.
IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM
SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRACE JOISTS AND ?RLISSES PER
MANUFACTURER
5HEAR WALL NY41LING SCHEDULE 11 ad = 2-1/2' x 0.131'
SIMP50N PRODUCT
FASTENERS
NAIL SIZE 4
STUD 4
2x 50TTOM
DBL TOP
ANCHOR BOLT
CAPACITY(PLF)
SHEAR WALL
APA RATED
SPACE f
5LOCKING s
PLATE TO
PLATE TO RIM
TO CONCRETE
SEISMIC / WIND
LABEL
SHEATHING
EDGES
ADJOINING
RIM BELOW
J015T
BELOW
(DF VALUES)
MIN.
U.N.O.
HDUII - MEMBER 8030
EDGES
(30)-5D5 J/4'x2 2- TO 6x6 MIN.
S51x30' U.N.O.
HDUII - DF MEMBER 93350
(HF x 0.93)
SU11
1/16' OSB
ONE SIDE
ad Is 6' O.C.
2x STUD
d Is ' O.C.
16 6
(2)�16d
a 16 O.C.
5/6' a 46' O.C.
1/2 tv 36 O.C.
2601365
5THD14/5THD14RJ - 3500*
(2) STUDS U1/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
SU12
A
1/1(01055
ONE SIDE
8d 6 4' O.C.
3x STUD
(2) 2x STUD
16d a 4' O.C.
(2)�16d
Is 16 O.C.
5/8' ,s 40' O.C.
112',s 28 O.C.
360 / 532
N/A
N/A
or
SU13
1/1(01065
ONE SIDE
ad a 3' O.C.
(2) 2x STUD
16d s 4' O.C.
(2)�16d
Is 16 O.C.
5/8' -9 24' O.C.
1/2 s 11 O.C.
41301685
SU14
1/1(01055
ONE SIDE
ad 6 2' O.C.
(2) 2x STUD
16d s 4' O.C.
LTP4 a 16' O.C.5/8'
21' O.C.
1/2 15 O.C.
64016135
SUS
1/1(01055
50TH 51DE5
ad a 3' O.C.
(2) 2x STUD
16d a 4' O.C.
LTP4 al 16' O.C.5/8'
t,12' O.C.
112',s 8 O.C.
980/ 1310
SHEAR WALL NOTES:
(1) INSTALL PANELS VERTICALLY
(2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50
JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5.
(3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES.
(4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS
OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS
DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS.
(5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS.
(6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE.
(1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG
NAILS WHEN NAILING THROUGH SHEATHING.
(8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL
(9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS.
(10) ANCHOR BOLTS SHALL BE PROVIDED UJ/ STEEL PLATE WASHERS y' x3' x 3', EMBED ANCHORS A MINIMUM OF 1' INTO THE
CONCRETE.
(11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED
GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL
CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS.
(12) AS AN OPTION TO FRAMING CLIPS SHEATHING 15 TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE
STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING
BUILDING SECTION DETAIL.
(13)15/1' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Y(o' 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
T1 -I1 OR 5/16 HARDIE PANEL
(16) SIMP50N MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING
HOLDOWN 5CHEDULE
SIMP50N PRODUCT
FASTENERS
NOMINAL
MODEL NUMBER
RX
ANCHOR BOLTS
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.
U�
HDUS - HF MEMBER 58200
N/A
(20)-SD6 Y'x 2Y' TO (2) STUDS
65T528 OR 551/8'x24
HDUS - DF MEMBER 18100
SPAN RATING
MIN.
U.N.O.
HDUII - MEMBER 8030
N/A
(30)-5D5 J/4'x2 2- TO 6x6 MIN.
S51x30' U.N.O.
HDUII - DF MEMBER 93350
15/32111/21
1
LONG DIMENSIONS PERPENDICULAR t0 ROOF
HDU14 - W MEMBER 9260*
N/A
(3(o) -SDS Y4'x 2V2' TO 6x6 MIN.
551x30' U.N.O.
HDU14 - DF MEMBER 14445*
5THD14/5THD14RJ - 3500*
(2) STUDS U1/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
N/A
N/A
M5TC6653 - 44900
PER MFR
N/A
N/A
C514 - 2490*
(18) ad EACH END
N/A
N/A
HOLDOUJN NOTE5:
(1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS
(2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 5IMP50N
'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION.
(3) SU55TITUTION WITH NON-51MPSON ANCHORS WITH ENGINEER'5 APPROVAL.
(4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST)
(IRC 6023) STUDS SHALL BE CONTINUOUS
FROM SOLE PLATE TO TOP PLATE
BALLOON FRAME ALL
AREAS OPEN TO
ABOVE Wl l2J 2x6
NF"2 STUDS im 16'O.G.
LEGEND
24" O.C. TfRU551RAFTER6
POINT LOAD IGEI'
NOMINAL
MEMBER
RX
FACTORED DEVD
Z.O 6.0
40 PSF
1/16'
SNOW
3.0
SCUD/COLUMN �
DESIGNATOR
130 PSS
EXAMPLES
40/20
I15 PSF
U�
SHEARUJALL DESIGNATOR
�
1(0" O.G. TRU55/fRAFTER5
O
HOLDOUJN/STRAP
SPAN RATING
DESIGNATOR STHDI4
THICKNESS
I00 PSF
t2k;614s
C6I4
DETAIL GALL-OUt
15/32111/21
1
LONG DIMENSIONS PERPENDICULAR t0 ROOF
D1
f�5032.I.Kl)
ROOF SHEATHING SCHEDULE
24" O.C. TfRU551RAFTER6
SNOW LOAD
NOMINAL
gpAN RATING
(UP t0)
tNICKNESS
40 PSF
1/16'
24/16
10 PSF
15/32', I/2'
32/16
130 PSS
113/321,5/6,
40/20
I15 PSF
23/32', 3/4'
48/24
ROOF &HEATHING 5CHEIDULE
1(0" O.G. TRU55/fRAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
IUP TO)
THICKNESS
I00 PSF
1/16'
24/16
I80 PSS
15/32111/21
32/16
LONG DIMENSIONS PERPENDICULAR t0 ROOF
JOIST WITH EDGE SUPPORT.
f�5032.I.Kl)
000
0
Z
0
0
5:W
w
L
>% 700
__ aoQ vi U
rr U N O �' � N
fii •L N �N •O O cLU
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2018 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
ENSURE VENTS ARE NOT AT HOLDOU.N OR
POINT LOAD LOCATION5 (TYP)
SITE CRITERIA
51MP50N PRODUCT
DESIGN
WIND
WIND
(IBC) SEISMIC
SITE SOIL
RISK
SLOPE
SPECIAL SITE
GEOTECH
FROST
SEISMIC
SEISMIC
APPROX.
ROOF SNOW
SPEED
EXPOSURE
DESIGN
CLASS.
CATEGORY
PER
CONDITIONS
REPORT PER
DEPTH
SPECTRAL
SPECTRAL
ELEVATION
LOAD
(V)
58160' U.N.O.
CATEGORY
POST PER PLAN
42
OWNER
PER OWNER
OWNER
(3(o)-SD5 ),41'x 2Y2' TO 6x6 MIN.
RESPONSE S1
RESPONSE Ss
POST PER PLAN
25 PSF
97 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.4658
1.2868
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
ELEVATION B
HOLDOWN SCHEDULE
51MP50N PRODUCT
FASTENERS
2OoR 24
MODEL NUMBER
®
ANCHOR BOLTS
NAILS
SCREWS
CAPACITY#
OR 4.OK CAPACITY
WDU5 - SIF MEMBER 4340#
N/A
(14)-6DS Y'x 2Y' TO (2) STUDS
58 5/844 U.N.O.
HDU5 - DF MEMBER 56450
POST PER PLAN
MIN.
HDU8 - H! MEMBER 58200
N/A
(20)-5D5 V4'x 2/V2' TO (2) STUDS
55TB26 OR 581/8'x24
NDUS - DF MEMBER 18100
POST PER PLAN
MIN.
UN.O.
NDUII - SIF MEMBER 80300
N/A
(30)-SD5 y4'x2J/2- TO 6x6 MIN.
58160' U.N.O.
WDUII - DF MEMBER 93350
POST PER PLAN
42
NDUI4 - SIF MEMBER 9260#
N/A
(3(o)-SD5 ),41'x 2Y2' TO 6x6 MIN.
581x30' U.N.O.
HDU14 - DF MEMBER 14445#
POST PER PLAN
-72 6O 54 40 46'x48'x12' WI(6) 04 EACH WAY
5THD14/STHD14RJ - 3500#
(2) STUDS UJ/ (30) 16d
N/A
N/A
M5TC4883 - 3900#
PER MFR
N/A
N/A
MSTC6683 - 4490#
PER MFR
N/A
N/A
C514 - 2490#
(18) ed EACH END
N/A
N/A
MAIN f=LOOfR f=fRA IIN / f=OUNIDATION �LAN ENGINEEfRING_
DO NOT &CY4LE(1/4 11 = V)
ENSURE VENTS ARE NOT AT HOLDOU7N OR
POINT LOAD LOCATIONS (iYP)
BLOCKING RE5TRAINT AT
JOIST END 8 EACH
INTERMEDIATE SUPPORT
(SEISMIC ZONE D R502.1)
L 0 W E f;;i� �00� �
00f= f=fR MIN VIT:""' LO ID ENGINEEfRING
DO NOT 5C;y4LE(1/4 11 = V)
rRUCT I ONS
=55URE TREATED WOOD SHALL BE SIMPSON
D FOR CORRO51ON PROTECTION.
=R'S APPROVAL.
(RJ=RIM JOIST)
PROVIDE ALL FINAL SHOP DRAWINGS TO NODGE
ENGINEERING AS SOON AS COMPLETED.
IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM
5HOP5 ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRAGS JOISTS AND TRUSSES PER
MANUFACTURER
FOOTING PAD SCHEDULE
FOR 1500 PSF SOIL SEARING
POSITIVE POST TO FOOTING CONNECTION
2OoR 24
20"D 1,4. OR 24"D 1,4. x S"
®
POST PER PLAN
2.5K C4PAC I TSI'
OR 4.OK CAPACITY
24
24 "x24'x8' W/(2) 04 EACH WAY
®
5.5K CAPACITY
POST PER PLAN
30
30'x30"x10' W/(4) 414 EACH WAY
®
S.SK CAPACITY
POST PER PLAN
36
36'x36 "x12' W/(4) 414 EACH WAY
®
12K CAPACITY
POST PER PLAN
42
42'x42'x12" W/(5) 04 EACH WAY
16.5K CAPACITY
POST PER PLAN
-72 6O 54 40 46'x48'x12' WI(6) 04 EACH WAY
21K CAPACITY
54'x54'x13" UJ/(-) 04 EACH WAY
2 -IK CAPACITY
60'x60'x14' WKS) 04 EACH WAY
331K CAPACITY
-4
12 xl2 x 16 U KID 004 EACH WAY
41K CAPACITY
POST PER PLAN
o POSITIVE POST
TO FOOTING UJ/
S IMPSON EPS, PS
(2)A35, OR MAA
U.N.O.
a• .
° Q d.
RE5AR
MAT PER
' a
FOOTING SCHEDULE
.. a
° 3' FROM SOILOSIDES
4 BOTTOM
d.
G '
rll-
L
h� ao E)
wI rte+ Q' N 0 (�
fii •L N N O O a)
� �7,
Q (-D-
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♦♦ O N��_��Y�
f6 N N V M -c O V 0 0
f6 ~ O N U L L U C
N70 0
�,, N L N 0 >, N
++ 0 O C la'
E c
tt. N O U (6 —N N
v 0cm
CF N c
Q U U U N>, O
NC N LO '� N
cn N -0 U Q -0
BUILDING
CODE 2018 15C
WIND
EXP. B 91 MPw
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 F5F
ENG. P.E.
JOIN N.
DATE
03,11.2023
REVIEW
ZACK C.
ENGINEER
IAN N.
SHEET
4 OF10SHEETS
PROJECT NUMBER
230114
COPYRIGHT Qc 2023
HODCxE ENGINEERING, INC.
TWIS D DIGITALLY SIGNED PER
UTAG 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
GERTFICATE MAY BE REMOVED BY TIS JURISDICTION
2018 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
SITE CRITERIA
24" O.C. TRU55/RAFTER5
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
RESPONSE S1
RESPONSE Ss
25 PSF
97 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.4658
1.2868
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
16' MINII'1UI'1 PORTAL
FRAME WIDTH. SHEATH
BOTH SIDES
EADER
R WALLS
N
N
16' MIN SINCsLE SID__
PORTAL FR4ME.
(ADJUST MAN DOOR
TO MEET APA MINIMUM
WIDTH REQUIREMENT).
SHEATH BOTH SIDES
3fR[:) C fR ELEV TION 11511
r1741N f=LOOfR LATEfRAL ENGINEEfRINC=i:
DO NOT SCALA 0/4 V)
SHEATH ALL EXTERIOR WALLS A5 UJI UNLESS NOTED OTHERWISE.
DIMENSIONS PROVIDED BY RUSH
RESIDENTIAL - CONFIRM DIMENSIONS WITH
RUSH PRIOR TO POUR
3fR[:) C fR ELEV TION 11511
f=OUNIDATION :='LAN ENC:;lNEEfRlNG_
DO NOT 5CALE (1/4' = 1')
0 11511
=3f;; D C f;; ELEV TION
Uf=f=EfR f=LOOfR fROOf= f=fR IING
C:;fRAVIT"' L041D ENGINEEfRINC:;.
DO NOT SCALE (I/4" = 1')
ROOD 5HEATHING 5CHEIDULE
24" O.C. TRU55/RAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
(UP TO)
THICKNESS
�'�
6.0
40 PSF
1/16'
EXTEND
I I
HE
9
4x 12DF1
EfR O 1l E
2/
v
130 PSF
19/32', 5/S'
40/20
175 PSF
23/321,3/41
0 11511
=3f;; D C f;; ELEV TION
Uf=f=EfR f=LOOfR fROOf= f=fR IING
C:;fRAVIT"' L041D ENGINEEfRINC:;.
DO NOT SCALE (I/4" = 1')
ROOD 5HEATHING 5CHEIDULE
24" O.C. TRU55/RAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
(UP TO)
THICKNESS
�'�
6.0
40 PSF
1/16'
24/16
10 PSF
15/32111/21
32/16
130 PSF
19/32', 5/S'
40/20
175 PSF
23/321,3/41
48/24
ROOD 5HEATHING 5CHEIDULE
1(0" O.C. TRUSS/RAFTERS
SNOW LOAD
NOMINAL
$PAN RATING
(UP t0)
tNICiWESS
100 P5F
1/16'
24/16
ISD PSF
15/32', I/2'
32/16
LONG DIMENSIONS PERPENDICULAR t0 ROOF
JOIST U11tN EDGE SUPPORT.
R5032.I.KI)
TRUSS FINAL SHOP DRAWINGS TO BE
PROVIDED TO HODGE ENGINEERING
FOR REVIEW AS SOON AS COMPLETED.
IF FINAL TRUSS DRAWINGS DIFFER FROM
DESIGNERS TRUSS DRAWINGS ADDITIONAL
ENGINEERING WILL BE REQUIRED.
LEGEND
POINT LOAD IGEI'
MEMBER
RX
FACTORED DEAD
�'�
6.0
L V
2. 0
SNOW
3.0
SCUD/COLUMN �
DESICaNAtOR ry+" ,��'
EXAMPLES10
o
SHEARlUALL DESIGNATOR
�
va
HOLDOUJN/StR4P
DESIGNATOR STNDI4
(zx.6ws
c514
DETAIL CALL-OUT
1
D1
00
Z
0
W
w
F -4
milmoll
rl� -
BUILDING
CODE 2018 I5C
WIND
EXP. 5 91 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 FF
ENG. P.E.
JOIN H.
DATE
03, .2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
5 OF1 0SHEETS
PROJECT NUMBER
230114
GOPI'RIGNt cQ2023
HODCxE ENGINEERING, INC.
THIS DOCUIENT 14AS BEEN DIGITALLY SIGNED PER
U)4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION
2018 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 230114
FOR: RUSH RESIDENTIAL
PLAN: SUMMIT
(3 CAR OPTION)
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
S51x30' 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
355 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
70N FRAME ALL
:AS OPEN TO
AVE W/ (2) 2x6
iTUDS g 16'O.G.
D3 D2 D3
UFFEfR f=LOOfR L TEfR L ENGINEEfRING
DO NOT 5CALE(1/0 1'J
SHEATH ALL EXTERIOR WALLS AS 5WINLUNLE56 NOTED OTHERWISE.
ADJUST CRAWL SPACE vENTS t0 BE 12' MINIMUM AWAY FROM NOLDOUINS
(3RD CAR 0F0
ORD CAR OPT)
BALLOON FRAME ALL
AREAS OPEN TO
ABOVE W/ (2) 2x6
HF'2 STUDS 6 16'O.G.
I IN FLOOR L TEfR L ENGINEEfRING
DO NOT 5CALEN/all = 1'J
SHEATH ALL EXTERIOR WALLS AS wi UNLESS NOTED OTHERWISE.
3'o.c. NAILING -CONTINUOUS
SHEATHING OVER MUD 5ILL
TYPICAL ALL EXTERIOR WALL5
f=f;; EE 5TANEDING TU5 Of=TION.
DO NOT SCALE CI/8"=1')
(RI
4x8 DF*2
0
DO NOT SCALE (1/8" = 1')
SUI(
ENGINEERED USING BUILDER PROVIDED
MFR ?BLISS LAYOUT COMPLETED 57 THE
TRUSS CO JOB " 556113005. DO NOT
5WITCH TRUSS MANUFACTURER OR LAYOUT
WITHOUT CONSULTING NODGE
DIMENSIONS PROVIDED BT TRUSS MFR,
BUILDER TO VERIFY ALL DIMENSIONS
PRIOR TO ORDERING MATERIAL.
TRUSS FASTENER SCHEDULE:
A35 is 32' cc OR 5DWC (o g 16' OC.
(TYPICAL AT ALL GABLE ENDS)
NI - TYPICAL AT ALL TRUSS t0
PERPENDICULAR TOP PLATE LOCATIONS
(U.N.O.)
(2)H2.5s - TYPICAL AT ALL MULTIPLE PLY
TRUSS TO PERPENDICULAR TOP PLATE
LOCATIONS (U.N.O.)
(LXMXR) DENOTES LEFT, MIDDLE RIGHT TRUSS
BEARINCs, REFER TO BUILDER PROVIDED
TRUSS MFR PROFILES FOR ADDITIONAL
INFORMATION,
29
D
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 5/DI
NAIL SHEATHING TO ALL
FRAMING MEMBERS U51NG Sd
W/ 3' GRID PATTERN.
INSTALL SIMPSON L5TA
STRAP g BACKSIDE
l2J ROWS I(od 5INKERs 3'O.C.
00f= f=MIN VITI!' LOAD ENGINEEfRINC:p
DO NOT 5CY4LEN/4 11 = V)
PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE
ENGINEERING AS SOON AS COMPLETED.
IF DESIGNER'S DRAWINGS DIFFER STRUCTURALLY FROM
SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRACE JOISTS AND ?RLISSES PER
MANUFACTURER
�Dl
�5
SHEAR WALL NY41LING SCHEDULE Iled = 2-1/2'x 0.131'
SIMPSON PRODUCT
FASTENERS
NAIL SIZE 4
STUD 4
2x 50TTOM
DBL TOP
ANCHOR BOLT
CAPACITY(PLF)
SHEAR WALL
APA RATED
SPACE f
5LOCKING s
PLATE TO
PLATE TO RIM
TO CONCRETE
SEISMIC / WIND
LABEL
SHEATHING
EDGES
ADJOINING
RIM BELOW
J015T
BELOW
(DF VALUES)
MIN.
U.N.O.
HDUII - HF MEMBER 80300
EDGES
(30)-$D$ J/4'x2 2- TO 6x6 MIN.
S51x30' U.N.O.
HDUII - DF MEMBER 933510
(HF x 0.93)
SU11
1/16' OSB
ONE SIDE
ad Is 6' O.C.
2x STUD
d Is ' O.C.
16 6
(2)�16d
a 16 O.C.
5/6' a 46' O.C.
1/2 tv 36 O.C.
2601365
5THD14/5THD14RJ - 3500*
(2) STUDS U1/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
SU12
A
1/1(01055
ONE SIDE
8d 6 4' O.C.
3x STUD
(2) 2x STUD
16d a 4' O.C.
(2)�16d
Is 16 O.C.
5/8' ,s 40' O.C.
112',s 28 O.C.
360 / 532
N/A
N/A
or
SU13
1/1(01065
ONE SIDE
ad a 3' O.C.
(2) 2x STUD
16d s 4' O.C.
(2)�16d
Is 16 O.C.
5/8' -9 24' O.C.
1/2 s 11O.C.
41301685
SU14
1/1(01055
ONE SIDE
ad 6 2' O.C.
(2) 2x STUD
16d s 4' O.C.
LTP4 a 16' O.C.5/8'
21' O.C.
1/2 15 O.C.
64016135
SUS
1/1(01055
50TH 51DE5
ad a 3' O.C.
(2) 2x STUD
16d a 4' O.C.
LTP4 al 16' O.C.5/8'
t,12' O.C.
112',s 8 O.C.
980/ 1310
SHEAR WALL NOTES:
(1) INSTALL PANELS VERTICALLY
(2) WHERE SHEATHING 15 APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED 50
JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME 5TUD5.
(3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES.
(4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS
OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS
DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOUJN REQUIREMENTS.
(5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOUJN POSTS.
(6) INTERMEDIATE FRAMING TO 5E WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLESS NOTED OTHERWISE.
(1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG
NAILS WHEN NAILING THROUGH SHEATHING.
(8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL
(9) WHERE PLATE ATTACHMENTS SPECIFY (2) 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 I' INTO THE
CONCRETE.
(11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED
GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL
CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS.
(12) 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 Y(o' 055 SHEATHING PROVIDED THAT ALL STUD SPACING 15 16'
O.C. MAX.
(14) 5U5 $HEARWALL REQUIRES 4-1/2' PLATE WASHER
(15) $HEARWALL DESIGNATED WITH AN ASTERISK ($) MAY BE SHEATHED WITH PERFORMANCE CATEGORY 1/16 SMART PANEL
T1 -I1 OR 5/16 HARDIE PANEL
(16) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING
HOLDOWN 5CHEDULE
SIMPSON PRODUCT
FASTENERS
NOMINAL
MODEL NUMBER
RX
ANCHOR BOLT$
NAILS
SCREWS
CAPACITY#
SNOW
HDU5 - HF MEMBER 43400
N/A
(14)-SDS)/4'x 2Y' TO (2) STUDS
55 5/844 U.N.O.
HDU5 - DF MEMBER 5645*
40/20
MIN.
U�
HDUS - HF MEMBER 58200
N/A
(20)-SD6 Y'x 2Y' TO (2) STUDS
$5T528 OR $5 1/8'x24
HDUS - DF MEMBER �8�0#
SPAN RATING
MIN.
U.N.O.
HDUII - HF MEMBER 80300
N/A
(30)-$D$ J/4'x2 2- TO 6x6 MIN.
S51x30' U.N.O.
HDUII - DF MEMBER 933510
15/32', I/2'
1
LONG DIMENSIONS PERPENDICULAR t0 ROOF
HDU14 - W MEMBER 9260*
N/A
(3(o) -SDS Y4'x 2V2' TO 6x6 MIN.
551x30' U.N.O.
HDU14 - DF MEMBER 14445*
5THD14/5THD14RJ - 3500*
(2) STUDS U1/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
N/A
N/A
M5TC6653 - 44900
PER MFR
N/A
N/A
C514 - 2490*
(18) ad EACH END
N/A
N/A
HOLDOUJN NOTE5:
(1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS
(2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 51MP50N
'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION.
(3) SU55TITUTION WITH NON-51MPSON ANCHOR$ WITH ENGINEER'5 APPROVAL.
(4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST)
(IRC 602.3) STUDS SHALL BE CONTINUOUS
FROM SOLE PLATE TO TOP PLATE
BALLOON FRAME ALL
AREAS OPEN TO
ABOVE W/ (2) 2x6
HF"2 STUDS 0 I6'O.C.
LEGEND
24" O.C. TfRU551RAFTER&
POINT LOAD IGEI'
NOMINAL
MEMBER
RX
FACTORED DEVD
Z.O 6.0
40 PSF
1/16'
SNOW
3.0
SCUD/COLUMN �
DESIGNATOR
130 PSF
EXAMPLES
40/20
Ilb PSF
U�
SHEARUJALL DESIGNATOR
ml Swi�
1(0" O.G. TfRU551RAFTER5
O
HOLDOUJN/STRAP
SPAN RATING
DESIGNATOR STHDI4
THICKNESS
100 PSF
t2k;614s
C6I4
DETAIL CALL -OUT
15/32', I/2'
1
LONG DIMENSIONS PERPENDICULAR t0 ROOF
D1
f5032.1.1(I)
ROOF 5HEATHING SCHEDULE
24" O.C. TfRU551RAFTER&
SNOW LOAD
NOMINAL
SPAN RATING
(UP t0)
THICKNESS
40 PSF
1/16'
2/16
l(D PSF
15/32', I/2'
32/16
130 PSF
19/32', 5/8'
40/20
Ilb PSF
23/32', 3/4'
48/24
ROOD 6HEATHING SCHEDULE
1(0" O.G. TfRU551RAFTER5
SNOW LOAD
NOMINAL
SPAN RATING
(UP TO)
THICKNESS
100 PSF
1/16'
2/16
ISfd PSF
15/32', I/2'
32/1(o
LONG DIMENSIONS PERPENDICULAR t0 ROOF
JOIST WITH, EDGE SUPPORT.
f5032.1.1(I)
000
0
Z
0
0
5:W
w
L
>% 700
__ ao
�f�ii •;Lo�N rrU
L�
U
Q O �N O a)
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BUILDING
CODE 2018 IBC
WIND
EXP. 5 91 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 P5F
ENG. P.E.
JOIN H.
DATE
03,11.2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
6 OF1 0SHEETS
PROJECT NUMBER
230114
GOPI'RIGNt cQ2023
HODCxE ENGINEERING, INC.
T14_15 DOCUIENT 14AS BEEN DIGITALLY SIGNED PER
Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION
EXTENT OF HEADER
WATER HEATER
D .0
DOU5LE PORTAL FRAME (TWO BRACED PANELS) � FOR SHEAR MIN. 3"xlli" NET � � FOR A PANEL SPLICE (IF
SHEATHING R ROOF
EXTENT OF HEADER HEADER REQUIRED. (MAY 5E NEEDED) PANEL EDGES SHALL SHEATHING SCHEDULE.
SINGLE PORTAL FRAME (ONE BRACED PANEL) ,� - ,�
� WATER HEATER SEISMIC ° ° ° ° ° ° ° °° ° ° ° ° ° ° ° LARGER) 5E BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/6
° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° FASTEN SHEATHING ING TO HEADER fi� 2 �" 01= MID-HEIGHT. NE IG�IT ONE 1�OUJ 01=
STRAPS LOCATED 1/3 ,SWAY � ° o ° � � MIN GAP. EDGE CLIPS zz
° d ° TYPO. SHEATHING TO FRAMING -
FROM TANK CAP AND 5A6E. � ° d ° UJ/ Sd COMMON OR G,�LV,4NIzED RECOMMENDED FOR 24/1(o 0
3 NAILING 15 REQUIRED. IF 2x4
° ° ° SOX NAILS IN 3' GRID PATTERN
RATED SHEATHING WITH to
LAG BOLT PER SEISMIC z o g 2 0 0 0 II 5LOCKING IS USED, THE 2x� 5 •: MAXIMUM SPAN 2� INCHES
AS SHOWN AND 3 O.C. IN ALL W
STRAP MFR ,4NC�-IOi� INTO O ° 0 ° MUST 5E NAILED TOGETHER WITH It
2 X STUD PLACES ° ° ° ° ° ° ° ° ° 0 0 0 0 00 FRAM ING ( STUDS, 5L OCK ING, ad NAILS " O.C. ,�T
� � (3) lid SINKERS. 2 II 1
0 0 O O O O O 0 0 0 0 O 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 370
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D YP.
i�,� ,�N (2) CONTINUOUS #� RESER �4T .• 51RD BLOCKING
2
DRYWALL PER PL j2
� o0000000o j j j 000000000 s�IE,�T�-IINC�Si�E,�K
0 0 0 0 0 0 0 ° o .� 0 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. •::
2 X STUD WALL01
� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UJ/ TWO ROWS OF 1�D SINKER #� � �." � OM TO �� : • ••• � � EXTEND UJ,�LL SHEATHING
00 00 00 0o II RE5 I� � � .. W
� 3 N,41L5 �T 3 O.C. T'rP. , TO TOP OF DOUBLE TOP �
m o0 00 4 4 4 o0 00 �' W 12 O.C.
�o VENT FLUTE - ° ° ° (B cKSIDE) (B,�cKSIDE) (B�cKSIDE) ° ° ° ° L5TA18 STRAP (5ACK51DE). USE II PLATE a
00'0��l
�11
j s STEM UJ,�LL �
I.T ° ° ° ° LONGER SERIES To EXTEND To '
2 ° ° ° ° ° ° ° ° ° ° 00 REQUIRED S IMPSON H1 EACH TRUSS
® ANCHOR 5, 5E TO WALL � o 0 (0 ( � 0 0 0 0 0 0 0 0 0 0 TOP OF PONY WALL, IF PRESENT. •
.
OR RAFTER
° ° ° ° 0 ° ° DESIGN VALUES INTERPOLATED .
_ � � � . PERPENDICULAR 1 CUL,�R TOP o
FROM APA TT-100H TA5LE 1 -
_ .. .. .. .. .. PLATE INTERSECTION U.N.O.UO
•
(4)
X :: 0. 0.1 :: :: :: FOR NARROW PORTAL WIDTHS � ® (2) H2.S,� 1=0R MULTI PLir
.. .. .. .. ..
PLAN VIEW � :: :: :: • .
• • • • • • • • • • MIN. (2) 2x4 (,ALL DM) OR (2)2x� •
.. .. • • • • .. MFR TRUSSES 2�" O.C. UJ/
• • . . ' • •
.. .. S .. S .. S .. �QCM�
2
II • • PLN 8001= SHEATHING NG = Z o N �
1/1� 055 SHEATHING MIN. ~� �'
.. .. .. • .
NAIL L UJ/ ad O.C. FOR `° `� N ° O E o
• i • i i • i • i • • • • II i 4% N � O i '
.. .. .. .. .. W
.. .. .. .. .. 5THD 14 (UN.O ON PLAN)
' • ' • PANEL EDGES AND 12 O.C. ' � O N N Y
X ,o 0 0 0 0 0 0 !� 0 0 0 0 0 0 0 0 (9) • • • IN FIELD Q•— N C L O O L >,
O O
0 0 0 0 0 0 0 0 12 4.0 0 0 0 0 0 0 0 • • • j : .L -R N N ~-
S' STEM WALL HEADER EXTENDED OVER °' L °
. i6 O O N U U C
— o REQUIRED SHE,�RUJ,4LL • . ' • SHEATH ,ALL GA5LE ENDS 4 _ = o �, � Q �
9 A. 9 4 f e f o o o " O
� a • , ... ... x 'gin c >. a
v O ° o c
v.a d. p. o.o p. o.v z c N
m O O a •v D� o O v� 0 0 O t U N L N
•. a v o e o e e 1 II •• USING 5UJ1 5HEARWALLN70
—— a. o — o/S ,�NCHORSOLTUJ/IEMBED L9 0 �,
' v - - SECTION f•-t — f�•-t II 1 II • I I p U U � U -0 N N, 0
• • • SCHEDULE Q � � o
v' av ay. v 4• �� tp,vo o. oo oo , UJ/ MIN 3x3 x.229 PLATE WASHER _ cc 03:=cor
to,L O( C O C N
ri0 IBC FIGURE 2308.652 4 D5L 50TTOM PLATE 5ri
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;_
P.T. POSTS 1F LE55 THAN S" FULL DEPTH GUSSET EACHZ�"UJ/lid PER SHE,4RUJ,�LL W a
��31 CUT TOP PL,�TE oR DROP� SCHEDULE �,
12 FROM 501L s IDE (10)104. MIN 4X(o POST o
SEAM DO NOT CUT SEAM / S II $ .. $
II 9 ad 'm � o.C. 50TTOM PLATE _
• � 3/� T �G SUSFLOOR ad NAIL j
T,� POST CONNECTION: 2 II � to o
2 DoUSLE TOP PLATE 2 LLP,4ND GLUE To Jo I STS. - ® Root= FRAMER PER Root= To 31� FLOOR SHEATHING ING o M 0 a o
21
D GU55ET ONE 51DE ONLY FRAMING DETAIL AN FLOOR TO IM .
.. � O.C. � PANEL EDGES ® D L R R
• . SIMPSoN ST22 OR 22 c51�• WIDTH OF POST W1 (S)10o1 2 � �
3 10 O.C. FIELD NAILING. � 3 FLOOR JOIST
. UJ/(18)104 OR DROP BE,�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 50TH SIDES W100) GRAIN AT RIGHT ANGLES TO . / �
STRAP MAY 5E PLACED ON - - SCHEDULE l(od AT S' O.C. (U N.O.)
104 NAILS. �� DEGREE 2X� JOIST.
• SIDE OF TOP PLATE � II 2 TOENAIL JOIST TO TOP
LATERAL 5RACE WI(4)l(od 5IMPSON EP5, P5, (2)A35s ` — / 1/1� 0.5.5. SHEATHING
• � � PLATE EACH SIDE DE
(6) l(od NAILS I _ I OR MA5 W12x HF #2 STUDS AT On
• � � S 12 POST CONNECTION: .
2 1(0" O.C. (UN.0) W/Sd NAILSad SHEATHING TO STUD �
(2) lid NAILS 1�" O.C. CRO55 5RACE WITH 2X4 AS 8 DO NOT CUT INTO 45 , (no -I--I
3/S MINIMUM EDGE PER 5HEARWALL
� SHOWN uJ/(5)1�d EACH END. DEGREE SHEAR CONE of 3 �
3 / o
jro 5E AM PER PLAN
ADD 4X4 5LOCK 5ETWEEN UNDISTURBED 501L DISTANCE SCHEDULE
WI(4)1(od EACH SIDE .4 D5L 2X TOP PLATE 4 TOP
• 2X CRIPPLES '
� .: � MID -SPAN � STRUCTURAL 1-1/411 RIM PLATE To STUD uJ/(2)4
• 1�d 1�' O.C.
• S g PLYWOOD FILLER � �
2 x STUD
(AS REQUIRED) ° � 3/4T 4G 5U8 FLOOR 4�
9 HEADER PER PLAN
9 MULTIPLE STUDS FOR
° POINT LOAD FROM A50VE
9 / � FLOOR J015T PER PLAN
(2) lid NAILS �o � SQUASH BLOCKS IL
DOUBLE 2X TRIMMER STUDS •. FLOOR TO FLOOR REQUIRED UNDER ALL
' INT ,4
MIN. FOR > (o' OPENING UNO. - CONNECTION PER PO LOADS
/ o S
SEPARATE FLOOR TO RIM 50ARD TO FLOOR
NO STRAP REQUIRED IF •.• ••' • • •2 �o FLOOR CONNECTION
�2 JOI5T WITH (2) l(od
CONTINUOUS TO AT •. ' ' /
P PLATE
DETAIL
11 •' � � 2
• CONTINUOUS FULL HEIGHT
5EAM ANDHEADER 5UPPOIRT D1 = _ �/ S FLOOR TO FLOOR CONN CTION � VERTICAL 058. BREAK
0 5ETWEEN TOP PLATES
AND EXTEND DOWN OVER 2x STUD WALL PER PLAN
• / MUD5ILL
' / 2 CONCRETE SLAB PER PLAN Ln
�
FOOTING BLOCK ALL PANEL v
• ' < • — EDGES NOT LANDING ON 3)VAPOR BARRIER
�
2x MEMBER
PER PLAN
(D (D FOOTING CORNER /
• A
TOP/BOTTOM PLATE To j 2x PT W1 ANCHOR 5OLT5
STUDS W1(2) l(od THRU 2 PER 5HEARWALL SCHEDULE
a•
' " � NAILS TiP. (3) 1�d THRU �
FOOTING CORNER FOOT ING 'T' 2 5TEMWALL CORNER #� HORIZONTAL31 _ 5 II FROM m
• 4A
•° a s NAI T 4 Z R
• .e � � � � L OR 5UJ3, SUJ SUJS1
S TOP OF STEM AND a6 12 O.C.
SHEAR WALLS � �
w e CA ' �• Ivo ° d II J
2 STEM SHOWN
� x 0 r r r ri // //rr/rr/ • r � / / / /� '
30 M IN IM I UM LAP SPLICE 2x PT MUD SILL WITH � II
° _ _ �\rr\/r\r/\r/\rr\rr\r/ �' a \r/\r/\rr\ #4 VERTICAL CAL DOWELS 6 3(
11 .,\\\\\\ \\\\ �o i•
ANCHOR 5OLT5 PER %moi\/i\/i\ri\/i\/i\ I �•' . ri\moi\ter\%
j 0 O.C. I COLD JOINT. 41
/ \\\\ �� \
�, rr rr rr rr r r
\� \ EXTEND TO 3 OF THE
VERTICAL RE5AR NOT � SHEAR WALL TABLE � j. .\�\ A II
5HOUJN FOR CLARITY / (MIN OF 2 PER PLATE 4 !\\ S •'' \\rr\\ \\r/\\rr�
PERSPECTIVE OVERVIEW
WITHIN 12 OF ,4N'r
i i\ \�r��,� FOOTING 5ASE. EXTEND
II ,�rir �" \\i � 14' MIN. INTO STEMUJ,4LL
CORNER) MIN FROM �� • «-- \i\ \\i
r--- r\\� \/rTYP (UN.0)
�• EDGE a — v a — —
. ° .a .•' .� i-1 11= I I=1 I I=1 I I=1 I I=1 I I=1 I I� ,III=I i (2) #� CENTERED IN
2 3(4)SLA5 oN GRADE WHERE-III—ii i I-II I—� I i—III-1 I I E ERED „.. j2 S FOOTING
2 MIN / a a / SPECIFIED PER PLAN °J
a d• a � BUILDING
II 1 •. D .. • • . . _ • ° ' .. S FOOTING AND ROOF CODE 2 015 IBC
STEM WALL CORNER STEM WALL T •, . • DROP JOISTS WHERE
, D ' ' • � MIN. FOUNDATION DIMENSION DRAINS IF REQUIRED
D SPECIFIED PER PLAN WIND
• •• NUM5ER OF FLOORS WIDTH THICKNESS WIDTH
v
• SUPPORTED 5Y FOOT ING OF FOOT ING OF FOOT ING OF STEM 9 NATIVE UND 15TUR5ED 501L EXP. 5 91 MPH
D • . D 4 a v 1 FLOOR 12' ( ° OR STRUCTURAL FILL PER SEISMIC DESIGN
a 2 FLOOR 1� 1 (° � II GEOTECH CATEGORY D
3 FLOOR 1511 Q II Q II
� a FR05T DEPTH 5'r ROOF SNOW
� � JURISDICTION
LOAD 25 P5F
12 8 6 IBc T,�BLE is09.� 3
CONCRETE CORNEIR5 D1 P05T TO 5U5FLOCIR GIRDER CONNECTION D1 5HEAR WALL NAILING 4 5UILLDING 5ECTICN- D1 FOUNDATION WITH 5LA5. D1
2x STUD WALL PER PLAN ENG. P.E.
FLOOR JOIST OR � JOHN H.
LANDING DRIVEWAY APPROACH PER DATE
� 2 31� T �G SUSFL ooR (UN.o.)
2 2X4 LEDGER W(2) 10d �
1 1 ; ARCHITECTURAL SHEETS 03.1 1.2023
2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW
O.C. i' ,- j GYPSUM WALL 50ARD
3 (3) 2x12 STRINGERS INSTALLED WIEEd COOLER 2 GARAGE 6LA5 PER PLAN Foo I AN zACK C.
FLOOR GIRDER PER PL
• II NAILS 6 S" O.C. OR TYPE ENGINEER
• . 5-1/2 MINIMUM MATERIAL 6 .
Ass-
51W SCREWS Q 1(o' O.C.� FULL DEPTH BLOCKING 1,4N H.
DIAGONAL 5ETWEEN R15E � � � 3
. 3 CONTINUOUS RESAR
REQUIRED AT ALL 5EARING SHEET
AND RUN II o PERSPECTIVE (RECOMMENDED FOR 15C 2308.4.(o
2 1od NAIL 12 o.C. (UNO.)
3 UPPER FLIGHT OF STAIRS :_
SUPPORTED ON 3/4 T 4G
2 o CRACK CONTROL) .
;: .� 2x PT UJ/ ANCHOR 50LT5
1 II �.. PER SHEARWALL SCHEDULE
ad NAILED O.0 Sd NAIL 12 O.C. ON ALL \r r\i\i\ri\ri\ri
COMPACTED SAND/GRAVEL.
N 2 x ,\\r\\r\\r\\/\\/\\r\\r\ d Z II
PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT AT D o D ;\\/r\\rr\\rr\\rr\\rr\\rr\\rr #�• HORIZONTAL 3 -511 FROM
S MELD PANEL EDGES(UN.0) z TO OFST MAN 12 "O.C.
'cA \\\\\\\\\\\\\\\\\\\\\ i A. P E D
CONTINUOUS 5UILDING-�,�/��r!r�rr�rr�r/�rr�/r ��
2X4 THRUST 5LOCK W1104 �r\\r\\r\\r\\ 24' STEM SHOWN 70 F SHEETS
ORIENTATION OF CORNER `� r r r r
' o FOOTING PER FOOTING \i .\\ice „ S
is � O.C. NAIL TO LANDING : ,,' II
9 STUD M,4'r VARY DETAIL �!�\ 04 VERTICAL DOWELS a6 3�
J015T S
• r PROJECT NUMBER
O.C. IF COLD JOINT. EXTEND
•(i)3/4' T4G 5U5FLOOR ad NAIL 6 � O.C. ALL .\\r • i�--- X30114
o. HOLDOUJN PER PLAN TO 3" OF THE FOOTING
2 y FRAMING MEM5ER5 AT 2 ° II
S
2X8 LANDING JOISTS II — _ — _ — = 5A5E. EXTEND 1� MIN.
PANEL EDGES 4 12 O.C. �—III— I I—III—III—III—I 11=1 I I—I 11-1 I
' INSIDE CORNER 2 ; . -I �� I-I INTO 6TEMWALL (uN.0)
10d Q O.C. RIM TO ON ALL FRAMING MEMBERS / D Q D ' A RO
g \ \ 11 0
NOT AT PANEL EDGES .,� r�\,, \ \ \ \ D D � 12 g FR05T DEPTH Sir w 23
j 2 TOP PLATE \/\/\/\/\
// .:.:. JURISDICTION P
LSC AT TOP � A3Ss \/ \ \ \ \ • • .. .. .. .. •' .
\ \ \
Sd AIL �' O C (LL (2) CENTERED IN FOOTING
O.C. / _
I
is 50TTOM ,�\/\/ .
MIN. FOUNDATION ON DIMENSION
><j PANEL EDGE5XUN.0) \\ \\ NUM5ER OF FLOORS WIDTH THICKNESS WIDTH
([D NOTCH STRINGER TO REST SECTION i / SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF STEM FOOTING AND ROOF 3 7 8 8 6 a
1 n n FG / �F'
STRINGERS SPANNING OVER ON LEDGER D o s T E
1 FLOOR 12 DRAINS IF REQUIRED
(o STEPS MUST 5E SUPPORTED , II II
2X TREADS WI(3) 10d 2 FLOOR 1S (0 (0 NATIVE UND I5TUR5ED SOIL NAS
W14X(o 5E AM ON 4X4 POSTS, 12 5 . . v II II II 12
5
POST TO 18" CONCRETE FOOTING
EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER
�o OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT c 2023
OR STUDUJALL O
rl3 7 / 15C TA5LE 1009.1 4 COPYRIGHT
ENGINEERING, INC.
t�IIS DOCUI*-NT BIAS BEEN DIGITALLY SIGNED PER
5TAIR LANDING CONNECTION D1 IN61LDE/OUT61LDE CORNEIR 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
CERtIFICAtE MAY BE REMOVED BY tNE JURISDICtION
26) 22) 18) 14)
1 3/4' �ruuoo 1 FACE OF FOOTING
5U�1=BOOR 51TE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT
1 (FLOOR J015T PER PLAN
AND 51 TE WORK ARE THE RE SPoN51 1 L I TY 01= THE U I L D E R 2 TOP OF SLOPE z
2 SMEAR WALL NAILING PER AND CIVIL/GEOTECHNICAL ENGINEER.. 0
PLAN D I APHR4GM OPENING Mn
3 H/3 5UT NEED NOT >
(I FLUSH DOU5LE 2x J015TBLOCKING UJ/ 3� PER PLAN UNLESS A GEOTECHNICAL REPORT 15 PROVIDED TO EXCEED 40' MAX W
1 DC
OR MFR DOU5LE JOIST HODGE ENGINEERING THE SEARING SOILS ARE ASSUMED 0
• � � 1=
• WITH WE5 STIFFENERS Ole' 1� TO 5E 1500 P5F OR 2000 P5F. WHEN PROVIDED FOLLOW � TOE 01= SLOPE
C514 STRAP ALL DIRECTION OF THE GEOTECHNICAL REPORT.
ORT.
• ° • SEAM PER PLAN
Np
S .
• F=LOOR JOIST PER PLAN H/2 5UT NEED NOT
• SHEATHING PER PLAN
• 2 EXCEED 15' MAX w
. • STUD/POST PER 5HEAR a
DACE OF STRUCTURE o
1 WALL SCHEDULE 2 pill 5EAM/D5L J015T PER PLAN
• �o M5TC4053 (WHEN AROUND OPENING (TYPICAL
SPECIF=IED ON PLAN) 4 PLACES) CU N.0. ON PLAN)
Z
' • 3
(2)C514 OPTION �o BLOCKING FOR STRAP
(01 ' , C36' MIN LENGTH, WRAP
• • AROUND 5E AM / L
70
g C� �Nam:3 )
•LO
O
w18' MIN TO STUD WALL ��CO� O��
(01CC514 OPTION a cLU +ULUNor
f6 a) N V O V 0 0
9 NAIL SHEATHING TO 5E AM.
f6 ~� N a) U L L U C (aES
DO NOT BREAK
��0 0 cO,N�Lc(n
f� f� t N O U N '� N-0 N
2 CL
SHEATHING
0 0 w 0c) CC
aE �c0) -aa) `a)
Q U U C U 70 aa)
j, O
NC LO '� a)
r26-' r22 18 15C FIG 1808.1.1 rl 4 0
5HEAR WALL AT 5EAM D2 LARGE DIAPHRAGM OPENING D2 D2 FOUNDATION CLEARANCE FROM 6LOFE5 D2
s
.r
a� a2
j C2) 2x4 LAMINATIONS UJ/ (1�
$N
1 END LENGTH = 19' $ � � �
1 2x F=LOOR JOIST OR MF=R = 1 C8) l(od NAILS STAGGERED w _ r
N ROW OF STAGGERED 10d o � .�
J0I5T. SPACING 4 51ZE PER _ �, AT EACH 51DE OF TOP , ch � �
PLAN N N COMMON WIRE NAILS a6 12 oc SIN ,� PLATE 5PLICE. 1 •
° '�� �O 1 2 PROVIDE MINIMUM 1-5/8
Nliallill
2 (3) ad TOE NAILS EACH ° = rj� s�
N 2 i 2� 2 X� LAMINATIONS N,4T IONS �/ i 2� � % •• .° END END D 15T,4NCE
- - _ 2 c 2 (3) 1(od NAILS STAGGERED •• . N�T�, E D
• SIDE EVER' 1� ON CENTER = 20 N ROW 0 STAGGERED 10d •. •° LE CUT Do LENGTH
• - - - ctl �� AT EACH SIDE OF 50TTOM • CUT
• _ °CCI COMMON WIRE NAIL 5 a6 �O OC PLATE SPLICE. ,. •. LENCITI1.4 00 LENC�T�..I
(18) ad N,41L5 IN EACH END
• N
• 3 2x 5LOCKING CENTERED ONGo
EACH SIDE -
•.
OU TO PLATE. F=U ° ° � ' � 3 (2) l(od NAILS 6 16" oc INTO
� • D SLE PPL E LL
2DEPTH STUDS
1 • - ' (3) 2x4 LAMINATIONS UJ/ C1)
• 1 � 2-1/2 � 1 � CLEAR -�
3
- , n ROW OF STAGGERED 30d SPAN CLEAR
1N � SIMPSON 36" C514 MAY5E '' SPAN
SIMPSON A35 REQUIRED ° COMMON WIRE NAILS 6 16 O �
F=0 SUJ2 � SUJ3 SHEAR = EACH SIDE .• USED IN LIEU OF NAILING ,45 �
R E R ° •
WALLIS. (2) SIMPSON ,435 AT 1' 1 IND ICATEDfNOT SHOWN FOR
�
5W4 4 5W5 SMEAR U1ALL500
(3) 2x(o LAMINATIONS UJ/ (2) CLARITY) END e -'�
�Q e END
(STAGGER AT E,4C�-I SIDE _ ROWS OF STAGGERED 30d °: ENC�T�I LEN�TW
- 2 1/2 COMMON WIRE NAILS S'oc °•
OF 5LOCKING) 1-1/2 � 2
..
EACH SIDE °
° •
. .
INTERIOR SMEAR WALL ° 1-1/2" 3
3 1
NAILING 4 SHEATHING PER 1
NOTE: PLATE SPLICE
SECTION VIEW OVERALL PERSPECTIVE PLAN.10
APPLIES WHEN NO OTHER '
2 C51� 5 C514
5PLICE 15 INDICATED.
3
2 7 MR WS 5.3.3 ROW SC � r23' ri 9 rl 5
INTERIOR STO PERPENDICULAR J015T5 A50VE D2 NAILING 5CHEDULE FOR 5UILT-UP COLUMN D2 PLATE 5FLICE D2 51Mf='50N C514 5TIRAF DETAIL D2
� W
1
1 �
1 MSR GABLE END TRUSS WALL FRAMING I\
2 1 a
EXTEND STRAP ON PON'
Ln
2 DOU5LE TOP PLATE WALL TO F=LOOR A50VE V
3/4 T 4G F=LOOR
. 1 UJIT�I ,4N M5Tc54. 1 1/2" MIN F=ROM coRNER �4
(U X1.0.ON PLANS
. - CENTER STRAP ON m
- CONTINUOUS VERT I CAL
3 2 sd 6 O.c. J 015T5 AS SHOWN °
• S�IEAT�IING OVER GA5LE # Q
• Q •• ° °
/� � 1 � � REAR. M,4� �E
T
(0
F=RAMING 3 UJNERE F=OOTING SECTION ° °
(0• TJ I PARALLEL OR TJ I
FOUNDATION R OR
5LOCKING 1/4'x(o" 5D5 SCREW AT 16" RE v
THROUGH
a a .
° ° n
P05T TENSION4A
O
O.0 TOP PLATE TO TRUSS PROVIDE C51(o EACH C)O °00
°
(4)� LLI
ad 6 4" O.C. STAGGER 50TTOM COR51DE OF SPLICE U/8 -1d ° ° MIN RE5AR LENGTH
°o 2
SIDES. NAIL TH OUH TOP COMMON NAILS o O ° ° z
OF FLANGE. DO NOT
�m
Jw
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2 FOR 5RACING REQUIREMENTS. �� a STAID ST�IDRJ IF STAID OR STHD/RJ 15
DIMENSIONAL TYPICAL APPROPRIATE, ROOF SNOW
D IMEN510N,4L UJ/ SIMPSON A35
28 r24 2016 LOAD 25 P5F=
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ENG. P.E.
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DATE
D03,11.2023
STUD TO MATCH GIRDER PLS' (U.N.O
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MANUFACTURED ROOF- REVIEW
° O
\i �
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i\\
REBAIR SCHEDULETRU55 WITH
ITH ENERGY PEEL ZACK C.
o .
o°
D
o °o
° °
°°
®o °
00
°°
o°
00
SIMPSON LGT2 SIMPSON MGT UJ/ WDU
•
00
•
0
°
0
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FASTENERS
HF/5PL
5D WC SCREW
485
Hi
425
H2BA
535
HIDA
101
HIDA -2
930
LGT2 (2)FLY
1620
LGT3-5D52.5 (3)PLY
2505
LGT4-5[)53 (4)FLY
2920
MCAT (2 )PLS'
3300
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1(000
( 2 )VGTR/L (2)PLY
3 990
( 1 )VGT (2)FLY
3555
(2)VGT (2 )PLY
5110
(2)V (3)PLY
6400
HGT-2 (2 )PLS'
6485
HGT-3 (3/)PLY
9035
C - Y
9250
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*VALUES BASED ON 81MCN STRONG TIE PA57Q�U(IF R Will- �J Iv PRESENT) �`' o,�. F� l STEV
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a TWIS DOCU*W �IAS MMq DIGIT&I SIGNED MR
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3
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3 SHEAR WALL NAILING PER
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O 1/16' OSB OR SMART SIDE
PANEL BLOCKING lU/ ad a
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4 TOP CHORD BIRD
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PREFERRED
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230114
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SIMPSON VGt DOUBLE INSTALLATION SIMPSON VGtR/L COPYRIGHT cQ2023
W1 (2) HDua. W1 HDua. 2g 25 tRuss sEctioN 21 inHODGE ENGINE�RINCx INC.
a TWIS DOCU*W �IAS MMq DIGIT&I SIGNED MR
TRU65 Uf=L IFT CONNECTORS D2 WIDENED FOOTING (OPTION) D2 fi�,41S�p ���L TO 5��1�R UJ�4LL CONNECTION D2 D2 ��,-���,W'T�A,��$ CERTIFICATE. ,�
42 / 138
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42
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T
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FOR MFR SLR JST
$ (4)
APPLICATION
O
DECK JOISTS PER PLAN
r
O
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41_g11
PARALLEL JOIST: 6' cc.
4'
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O DOUBLE BLOCKING
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PERPENDICULAR
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SDS SCREWS
O
TOE NAIL BLOCKING t0
PLATE UJ/ (2) IC d NAILS
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/ MINIMUM OF (4) DTT1Z OR
30
EXAMPLE RESIDENCE
O SHEATH UNDER OvERFRAMINCx
2x4 RAFTERS m 24" cc
SUPPORTED AT (o' cc MAX UJ/
2 x4s ON TRU55 CHORD.
2x(o RAFTERS 6 24" cc
SUPPORTED AT 8' cc MAX UJ/
2 x(o's ON TRU55 CHORD.
(2) 2x& VALLEY 5OARD5 U.N.O.
NAILED TO EACH TRU55
UJ/ (3) 1(od NAILS.
2 x(o RIDGE 5OARD U.N.O.
ROOF SHEATHING PER PLAN
VENT I L AT ION ACCE 55 PEP
5U ILDER. 22-1/2 "x48" MAX
DIMENSION.
O
38 34 30
D3 D3OVERFRAMING D3
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TENSION TIE
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3/6" SIMPSON NDC LAG
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OR 5DUJN TIM5ER-HEX
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O FLOOR JOIST PER PLAN
O
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2 1 SHOWN FOR REFERENCE
3" MIN. TONLY
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TION
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PER PLAN
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LIEU OF (2) DTtIZ
NOS REQUIRED FOR DECK5 UNDER 30" AFDOVE GRADE
39
C -C 2021 (WOOD CONSTRUCTION CO�JECTORS), PAGE 295 //"
1
LATERAL DECK CONNECTION - LDTTIZ D3
0
* SES SNEARIUALL TABU
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$ O
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O
ANCHOR BOLT PER PLAN
$ O
SHEATNINCx TO STUD
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SEE SWEAR UJ,4LL
4'
SCHEDULE
O
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14'
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31
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EXAMPLE RESIDENCE
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35
D3
H
UJ
T
VERTICAL
5
K
D
0
8'
9'
04 6 12' OC
40'
3'
4'
(O'1'-8'
8
12'
45 9 10' OC
41_g11
11
4'
all, -10'
8'
12'
*5 -9 9' OC
(o'-3'
14'
1-3/4'
8' WALL VERTICAL AT 1-3/4" FROM FACE
CONCRETE (f'c) = 2500 psi
HORIZONTAL RE13AR
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04 RE5AR AT 10"oc
,4551 = 250 cf
PASSIVE p
�
ACTIVE SOIL = 35 pcf
501L SEARING = 1500 psf
2 RE5AR SPL ICE 30' FOR 04
FOOTING 12' MIN BELOW GRADE.
O
RE5AR, 35" FOR 05 RE5AR
BELOW GRADE IS NOT
REQUIRED IF SLAB PRESENT
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O FOOTING RE5AR *4 6 Im" O.C.
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ALL VERTICAL5 .
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UNIREFIRAINED CONCRETE WALL - 40 FF 5UIRCHAIRGE - 2 m18 IBC
36
D3
DRAINAGE - EXTERIOR CsR4DE5 ADJACENT TO THE WALL5 OF THE HOUSE ARE TO BE SLOPED
AWAY FROM THE STRUCTURE TO ACHIEVE SURFACE DRAINAGE. SUBSURFACE DRAINS AT OR
BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING
WALLS OVER 3 FEET IN HEIGHT. DR41N5 ARE TO GON515T OF RIGID PERFORATED 4' PVC PIPE
SURROUNDED BT WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 59o,, FINES. PLACE
A NONWOVEN -GEOTEXT ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE
REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE
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AND THE DRAIN5 ARE TO BE CONSTRLIGTED WITH 5UFFICIENT GRADIENT TO ALLOW GRAVITY
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LOWER PORTION OF THE PIPE.
RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH
THICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT 5UGH AS MIRA-DRAIN 6001
OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS
(EXCLUDING THE FIRST I FOOT BELOW THE SURFACE). THIS DRAINAGE MATERIAL IS i0 TIE INTO
THE FOOTING DRAIN SYSTEM.
ROOF AND SUBAGE RUNOFF ARE NOT TO BE DISGNARCsED INTO THE FOOTING DRAIN SYSTEM
D�45 41 AND SHOULD BE HANDLED BY A SEPARATE RIGID TICsNTLINE DRAIN SYSTEM. 37
D3 CONCRETE WALL DRAINAGE D3
32
6UJ21 5UJ31 OR 5UJ4
SWEAR PANEL
1
O 3x MEMBER At ADJOINING
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1
6W4 SHEAR WALL SD NAIL:
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O
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O
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�
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36
D3
DRAINAGE - EXTERIOR CsR4DE5 ADJACENT TO THE WALL5 OF THE HOUSE ARE TO BE SLOPED
AWAY FROM THE STRUCTURE TO ACHIEVE SURFACE DRAINAGE. SUBSURFACE DRAINS AT OR
BELOW THE FOOTING/SLAB ELEVATION ARE TO BE USED FOR ANY BASEMENT OR RETAINING
WALLS OVER 3 FEET IN HEIGHT. DR41N5 ARE TO GON515T OF RIGID PERFORATED 4' PVC PIPE
SURROUNDED BT WASHED PEA -GRAVEL OR GRANULAR FILL WITH LESS THAN 59o,, FINES. PLACE
A NONWOVEN -GEOTEXT ILE FILTER FABRIC BETWEEN THE DRAINAGE MATERIAL AND THE
REMAINING WALL BACKFILL TO REDUCE SILT MIGRATION INTO THE DRAINAGE ZONE. PLACE
THE FILTER FABRIC SUCH THAT IT FULL? 5EPARATE5 THE DRAINAGE MATERIAL AND THE
BACKFILL AND EXTEND5 OVER THE TOP OF THE DRAINAGE ZONE.
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AND THE DRAIN5 ARE TO BE CONSTRLIGTED WITH 5UFFICIENT GRADIENT TO ALLOW GRAVITY
DISCHARGE AWAY FROM THE STRUCTURE. THE PERFORATIONS ARE TO BE LOCATED ON THE
LOWER PORTION OF THE PIPE.
RETAINING WALLS OR BASEMENTS WALLS ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH
THICK WASHED GRAVEL BLANKET OR LINED WITH A DRAINAGE MAT 5UGH AS MIRA-DRAIN 6001
OR WELL GRADED AND DRAINING NATIVE SOILS OVER THE FULL HEIGHT OF THE WALLS
(EXCLUDING THE FIRST I FOOT BELOW THE SURFACE). THIS DRAINAGE MATERIAL IS i0 TIE INTO
THE FOOTING DRAIN SYSTEM.
ROOF AND SUBAGE RUNOFF ARE NOT TO BE DISGNARCsED INTO THE FOOTING DRAIN SYSTEM
D�45 41 AND SHOULD BE HANDLED BY A SEPARATE RIGID TICsNTLINE DRAIN SYSTEM. 37
D3 CONCRETE WALL DRAINAGE D3
32
6UJ21 5UJ31 OR 5UJ4
SWEAR PANEL
1
O 3x MEMBER At ADJOINING
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PANEL EDGES FOR 51U2,
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1
6W4 SHEAR WALL SD NAIL:
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O
1/16' OSB SNEAtWINCx
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WALLS MID PANEL (FIELD)
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WALL NOTES
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FOR COMPAR 15ON
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WIND
EXP. 5 91 MPSI
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CATEGORY D
ROOF SNOW
LOAD 25 P5F
ENG. P.E.
JOIN W.
DATE
03,11.2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
9 OF1 0SHEETS
PROJECT NUMBER
230114
23
COPYRIGHT cQ2023
I-IODCxE ENGINEERING, INC.
DIGITALLY SIGNED MR
Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION
31
5W21 5W31 5W4 SHEAR WALL NAILING
D3
O
SHEAR WALL NAILING PER
PLAN
O
SILL NAILING t0 RIM
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� O
e
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� O
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JACK TRUSS 5HEAR TRANFER
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BUILDING
CODE 2018 I5C
WIND
EXP. 5 91 MPSI
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 P5F
ENG. P.E.
JOIN W.
DATE
03,11.2023
REVIEW
ZACK C.
ENGINEER
IAN H.
SHEET
9 OF1 0SHEETS
PROJECT NUMBER
230114
23
COPYRIGHT cQ2023
I-IODCxE ENGINEERING, INC.
DIGITALLY SIGNED MR
Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION
1. GENERAL STRUCTURAL NOTES
ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS
ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING
CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE
ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR
CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE.
THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND
& SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING
CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK
AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND
AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE
ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE
BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE
GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL
DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS
WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY.
CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING
IS NOT INTENDED I N ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION
PROCEDURES.
STANDARDS
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL
BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE
JURISDICTION. THIS ENGINEERING IS TO THE 2018 INTERNATIONAL BUILDING CODE (IBC)
2. DESIGN CRITERIA
VERTICAL LOADS
IBC TABLE 1607.1
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
USE
LIVE LOAD
ATTICS WITH STORAGE (UNINHABITABLE)
20 PSF
ATTICS WITHOUT STORAGE (UNINHABITABLE)
10 PSF
DECKS
60 PSF
EXTERIOR BALCONIES
60 PSF
FIRE ESCAPES
40 PSF
GUARDRAILS AND HAND RAILS
200 POUNDS
GUARD RAIL INFILL COMPONENTS
50 POUNDS
PASSENGER VEHICLE GARAGES
40 PSF
ROOMS OTHER THAN SLEEPING ROOMS
40 PSF
SLEEPING ROOMS
30 PSF
STAIRS
40 PSF
LATERAL FORCES
1
ASCE 7-16 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS
SEISMIC --
SEISMIC IMPORTANCE FACTOR PER ASCE 7-16, Ie = 1.00
BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-16 TABLE 1.5-1= II
SOIL SITE CLASS PER ASCE 7-16 TABLE 20.3-1= PER PLAN
SEISMIC DESIGN CATEGORY IBC TABLE 1613.2.5(1) & 1613.2.5(2) = PER PLAN
ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS
RESPONSE MODIFICATION FACTOR R = 6.5
M411191"
HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A
DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE
SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL
ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL
INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY
STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL
PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER:
SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)*
ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED)
PASSIVE RESISTANCE: 200 PCF (ASSUMED)
COEFFICIENT OF FRICTION:.35 (ASSUMED)
*1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING
ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL
FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH
LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL"
SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC
MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM
DENSITY AS DETERMINED BY ASTM D-1557.
WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL
SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS
INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING
OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED
TO HAVE A BEARING CAPACITY. WHERE THE SOIL PROPERTIES ARE NOT KNOWN INSUFFICIENT DETAIL
TO DETERMINE THE SITE CLASS, THIS ENGINEERING IS BASED ON 'DEFAULT' SITE CLASS D SOILS
UNLESS THE BUILDING OFFICIAL OR GEOTECHNICAL DATA DETERMINES THAT SITE CLASS E OR F SOILS
ARE PRESENT AT THE SITE IN ACCORDANCE WITH IBC TABLE 1613.2.5(1) & 1613.2.5(2). (UNLESS
NOTED OTHERWISE)
SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE
SLOPED AWAY FROM THE BUILDING PER IBC 1804.4. EXPANSIVE SOILS SHALL BE REMOVED.
FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS
CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM
PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING
THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO
%PASSING U.S. N0.200 SIEVE = 2/3 MAX.
PASSING U.S. N0.400 SIEVE
4, CONCRETE
CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A
LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED
FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS.
WOOD SHALL NOT BE USED TO SUPPORT MASONRY UNLESS SPECIFICALLY NOTED
OTHERWISE ON THE S -SHEETS (IBC 2304.12).
ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY
APPROVED METHODS AND MATERIALS.
CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND
SHALL BE READY MIXED PER ASTM C-94.
MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED
THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED.
THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER,
TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A
STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING
ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 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.
2-1/2
MIN.
ITEM
DESIGN f'c (PSI)
MAX. W/C
MIN. (2)
AGGREGATE
NOTES
CEMENTITOUS
4
BOISE CASCADE
RATIO
FLYASH (PCY)
SIZE (IN)
AND WEB FILLER
(1) MATERIAL
2x GANGLAM
GALV (G185)
MASONRY WALLS (4)
CEILING JOIST NOT ATTACHED TO
Fb=1700 PSI
(SACKS/YARD)
FOUNDATIONS
2500 @ 28 DAYS
0.45
- -
3/4
- -
5-1/2
STEMWALLS
3000 @ 28 DAYS
0.45
100
3/4
- -
5-1/2
SLAB ON GRADE
3000 @ 28 DAYS
0.45
100
3/4
END NAIL
5-1/2
CONCRETE FRAME
2500 @ 28 DAYS
0.45
100
3/4
- -
5-1/2
PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS,
FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS
EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE
AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE
NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL INSPECTION FOR
3000 PSI CONCRETE - DURABILITY ONLY.
REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI
315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE
LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP
SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND 45
INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A
LAP SPLICE SHALL NOT EXCEED 5 INCHES.
CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS
RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER.
OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO
CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL.
CONCRETE MINIMUM COVER OVER REINFORCEMENT
CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2"
WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4"
BOLTS
MACHINE BOLTS (M.B.): ASTM A-307, GRADE A
ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A
5. CARPENTRY
NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE
FOLLOWING PROPERTIES:
PENNYWEIGHT
DIAMETER (IN.)
LENGTH (IN.)
8d
0.131
2-1/2
10d
0.148
3
16d
0.162
3-1/2
20d
0.192
4
WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED
STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED
AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO
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 (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
I
I (CEDAR)
1-3/4" PARALLAM
1-3/4" VERSALAM
1-3/4" LP LVL
1-3/4" RIGID -LAM
1-3/4" G -P -LAM
1-3/4" SCL
Fb=2900 PSI
Fb=2800 PSI
Fb=2950 PSI
Fb=2900 PSI
Fb=3100 PSI
(NOT AT BRACED WALL PANELS)
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
AT INTERSECTING WALL CORNERS
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
(2" TO 2" HEADER)
3-1/2" PARALLAM
3-1/2" VERSALAM
3-1/2" LP LVL
3-1/2" RIGID -LAM
2 -PLY G -P -LAM*
3-1/2" SCL
Fb=2900 PSI
Fb=3100 PSI
Fb=2950 PSI
Fb=2900 PSI
Fb=3100 PSI
AT END JOINTS
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
BAND JOIST (NOT AT BRACED PANEL)
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
BAND JOIST AT BRACED PANEL
5-1/4" PARALLAM
5-1/4" VERSALAM
5-1/4" LP LVL
5-1/4" RIGID -LAM
3 -PLY G -P -LAM*
5-1/4" SCL
Fb=2900 PSI
Fb=3100 PSI
Fb=2950 PSI
Fb=2900 PSI
Fb=3100 PSI
TOP PLATES, LAPS AT CORNERS AND
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
JOIST TO STILL, TOP PLATE OR
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
RIM JOIST/BAND JOIST OR BLOCKING
7" PARALLAM
7" VERSALAM
7" LP LVL
7" RIGID -LAM
4 -PLY G -P -LAM*
2" SUBFLOOR TO JOIST OR GIRDER
Fb=2900 PSI
Fb=3100 PSI
Fb=2950 PSI
Fb=2900 PSI
Fb=3100 PSI
7" SCL
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
2 LUMBER LAYERS
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
RIM BOARD OR
APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS
RIM JOIST
JOIST TO BAND/RIM JOIST
* - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS
- LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED -
PRESERVATIVE TREATED WOOD REQUIREMENTS:
IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT
JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12
INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS,
INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL
NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH
CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD
SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE
PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8
INCHES FROM EXPOSED GROUND.
w
0
W
PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS:
ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN
CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE
ZINC COATED, OR HOT DIPPED GALVANIZED.
CCA: CHROMATED COPPER ARSENATE NOT PERMITTED.
SBX: DOT SODIUM BORATE
ACQ: ALKALINE COPPER QUAT
CBA AND CA: COPPER AZOLE
G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR
FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR
GREATER.
GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD
MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY.
HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER
NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE
BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM
3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO
FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO
PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING
REQUIREMENTS FOR CONNECTORS AND FASTENERS.
GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS
THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY
A FLOOR JOIST MANUFACTURER.
POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE
AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED
OTHERWISE.
METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD
TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO
VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER
RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED
TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR
GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE
TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH
THE APPROVED TRUSS SUBMITTAL PACKAGE.
FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1
ITEM
PRESERVATIVE
CONNECTORS &
APPLICATION
SPECIFIED MATERIAL
TREATMENT (1)
FASTENERS (2)(3)
FOUNDATION SILL
BLOCKING AT RAFTERS/TRUSS NOT
TOENAIL, EACH END
PLATES, TOP PLATES &
2X, 4X, 6X OR GLULAM
SBX
GALV (G60)
LEDGERS ON
(FIR)
16d @ 6" O.C.
AND WEB FILLER
CONCRETE OR
ACQ, CBA, CA
GALV (G185)
MASONRY WALLS (4)
CEILING JOIST NOT ATTACHED TO
FACE NAIL
(3)16d
PARALLEL RAFTER, LAPS OVER PARTITION
2X, & 4X (FIR)
ACQ, CBA, CA
GALV (G185)
FRAMING, DECKING,
PARALLEL RAFTER (HEEL JOINT)
FACE NAIL
2X, & 4X (CEDAR)
NONE
GALV (G90)
POSTS & LEDGERS
RAFTER OR ROOF TRUSS TO TOP
6X OR GLULAM (FIR)
ACQ, CBA, CA
GALV (G185)
BEAMS AND COLUMNS
6X OR GLULAM
RAFTERS TO RIDGE VALLEY/ HIP
END NAIL
I
I (CEDAR)
NONE
GALV (G90)
PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS:
ALL METAL CONNECTORS LESS THAN 1/2" DIAMETER (R317.3.1) COMING IN
CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE
ZINC COATED, OR HOT DIPPED GALVANIZED.
CCA: CHROMATED COPPER ARSENATE NOT PERMITTED.
SBX: DOT SODIUM BORATE
ACQ: ALKALINE COPPER QUAT
CBA AND CA: COPPER AZOLE
G607 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR
FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR
GREATER.
GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD
MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY.
HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER
NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE
BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM
3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO
FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO
PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING
REQUIREMENTS FOR CONNECTORS AND FASTENERS.
GOOD FRAMING PRACTICE TO USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS
THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY
A FLOOR JOIST MANUFACTURER.
POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE
AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED
OTHERWISE.
METAL -PLATE -CONNECTED WOOD TRUSSES: SHALL SPECIAL INSPECTIONS OF WOOD
TRUSSES WITH OVERALL HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO
VERIFY THAT THE INSTALLATION OF THE PERMANENT INDIVIDUAL TRUSS MEMBER
RESTRAINT/BRACING HAS BEEN INSTALLED IN ACCORDANCE WITH THE APPROVED
TRUSS SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR SPAN OF 60 FEET OR
GREATER, THE SPECIAL INSPECTOR SHALL VERIFY DURING CONSTRUCTION THAT THE
TEMPORARY INSTALLATION RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH
THE APPROVED TRUSS SUBMITTAL PACKAGE.
FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1
ITEM
TYPE
CONNECTION
BLOCKING BETWEEN CEILING JOISTS,
TOENAIL, EACH END
(3) 8d
RAFTERS/TRUSSES TO TOP PLATE
BLOCKING AT RAFTERS/TRUSS NOT
TOENAIL, EACH END
(2) 8d
AT WALL TOP PLATE/RAFTER/TRUSS
FLAT BLOCKING TO TRUSS
FACE NAIL
16d @ 6" O.C.
AND WEB FILLER
CEILING JOISTS TO TOP PLATE
TOENAIL, EACH JOIST
(3) 8d
CEILING JOIST NOT ATTACHED TO
FACE NAIL
(3)16d
PARALLEL RAFTER, LAPS OVER PARTITION
CEILING JOIST ATTACHED TO
PARALLEL RAFTER (HEEL JOINT)
FACE NAIL
PER TABLE 2308.7.3.1
COLLAR TIE TO RAFTER
FACE NAIL
(3)10d
RAFTER OR ROOF TRUSS TO TOP
TOENAIL
(3)10d
PLATE
RAFTERS TO RIDGE VALLEY/ HIP
END NAIL
(2)16d
RAFTERS, OR RAFTER TO 2" RIDGE
RAFTERS TO RIDGE VALLEY/ HIP
TOENAIL
(3)10d
RAFTERS, OR RAFTER TO 2" RIDGE
STUD TO STUD
(NOT AT BRACED WALL PANELS)
FACE NAIL
16d @ 24" O.C.
STUD TO STUD AND ABUTTING STUDS
FACE NAIL
16d @ 16" O.C.
AT INTERSECTING WALL CORNERS
BUILT-UP HEADER
FACE NAIL, EACH EDGE
16d @ 16" O.C.
(2" TO 2" HEADER)
CONTINUOUS HEADER TO STUD
TOENAIL
(4) 8d
TOP PLATE TO TOP PLATE
FACE NAIL
16d @ 16" O.C.
TOP PLATE TO TOP PLATE,
END JOINT, FACE NAIL
(8)16d, EACH SIDE END JOINT,
AT END JOINTS
FACE NAIL (M IN 24" LAP SPLICE)
BOTTOM PLATE TO JOIST/RIM JOIST/
BAND JOIST (NOT AT BRACED PANEL)
FACE NAIL
16d @ 16" O.C.
BOTTOM PLATE TO JOIST/RIM JOIST/
FACE NAIL
(2) 16d @ 16" O.C.
BAND JOIST AT BRACED PANEL
STUD TO TOP OR BOTTOM PLATE
TOENAIL
(4) 8d
STUD TO TOP OR BOTTOM PLATE
END NAIL
(2)16d
TOP OR BOTTOM PLATE STUD
END NAIL
(2)16d
TOP PLATES, LAPS AT CORNERS AND
FACE NAIL
(2)16d
INTERSECTIONS
JOIST TO STILL, TOP PLATE OR
TOENAIL
(3) 8d
GIRDER
RIM JOIST/BAND JOIST OR BLOCKING
TO TOP PLATE/SILL/FRAMING BELOW
TOENAIL
8d @ 6" O.C.
2" SUBFLOOR TO JOIST OR GIRDER
FACE NAIL
(2)16d
2" PLANKS
FACE NAIL, EACH BEARING
(2)16d
(PLANK & BEAM - FLOOR & ROOF)
BUILT-UP GIRDERS AND BEAMS
FACE NAIL AT TOP AND BOTTOM
20d @ 32" O.C.
2 LUMBER LAYERS
STAGGERED ON OPPOSITE SIDES
LEDGER STRIP SUPPORTING JOISTS
FACE NAIL, EACH JOIST OR RAFTER
(3)16d
OR RAFTERS
JOIST TO BAND/RIM JOIST
END NAIL
(3)16d
BRIDGING/BLOCKING TO
TOENAIL, EACH END
(2) 8d
JOIST, RAFTER OR TRUSS
CONNECTIONS ARE COMMON NAILS U.N.O
LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF
8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE.
CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND
THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE
LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75%
OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE
THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS
LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR
OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE
INSERTION AND TO PREVENT DAMAGE TO THE SCREW.
METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED
TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION
DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF
TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING
TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE
PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN
THE STATE ADDRESSED ON THIS ENGINEERING. DETAIL DRAWINGS TO INDICATE ALL
INFORMATION AS REQUIRED IN IBC 2303.4.1.1 INCLUDING PERMANENT LATERAL
BRACING AND CONNECTION DETAILS.
-JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE
MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED
SHOP AND INSTALLATION DRAWINGS.
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