2021.0009 16404 Engineering2015 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 200691
FOR: ABN CONTRACTORS
PLAN: YELM
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 -ULT)
55Ix30' U.N.O.
CATEGORY
®
12K CAPACITY
OWNER
PER OWNER
OWNER
(3(o)-5DS)/4'x 2�' TO 6x(o MIN.
RESPONSE S1
RESPONSE SS
25 PSF
110 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.496g
1.2489
350 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
HOLDOWN SCHEDULE
SIMPSON PRODUCT
FASTENERS
POST TO FOOTING CONNECTION
MODEL NUMBER
20"DIA. OR 24'DIA. x 8'
ANCHOR BOLTS
NAILS
SCREWS
CAPACITY*
HDU5 - HF MEMBER 4340*
N/A
(14)-6DSY4'x 2�' TO (2) STUDS
65 5/844 URO.
HDU5 - DF MEMBER 5645"
MIN.
HDU8 - HF MEMBER 58200
N/A
(20)-SDSYa x 2l2' TO (2) STUDS
5ST525 OR SB 7/8'x24
HDU8 - DF MEMBER 7870*
®
MIN.
URO.
HDUII - HF MEMBER 8030*
N/A
(30)-5D5Y4'x22- TO 6x6 MIN.
55Ix30' U.N.O.
HDUII - DF MEMBER 9335*
®
12K CAPACITY
HDU14 - HF MEMBER 9260"
N/A
(3(o)-5DS)/4'x 2�' TO 6x(o MIN.
551x30' URO.
HDU14 - DF MEMBER 14445*
16SK CAPACITY
5THD14/5THDI4R) - 3500*
(2) STUDS W/ (30) Ibd
N/A
N/A
M5TC4853 - 3900'
PER MFR
N/A
N/A
MSTC6653 - 4490O
PER MFR
N/A
N/A
C514 - 2490"
(18) 8d EACH SIDE
N/A
N/A
HOLDOWN NOTES:
(U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS
(2) ALL METAL CONNECTORS COMIW3 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.
�T LOCATIONS ONLY (RJ=RIM JOIST)
W/ S" STEM W/ 8" STEM
( IRC 6023) STUDS SHALL BE CONTINUOUS
FROM 50LE PLATE TO TOP PLATE
7 A m. 1 d-m�
DO NOT 5C,4LE(1/4" =1' )
ENSURE VENTS ARE NOT AT HOLDOWN OR
POINT LOAD LOCATION5 (TYF)
o iii
S10= \ ,�FA
DO NOT 5C,4LE(1/4" =1')
BLOCKING RESTRAINT AT
J015T END 4 EACH
INTERMEDIATE SUPPORT
(5E15MIC ZONE D 8502.1)
PROVIDE ALL FINAL SHOP DRAWINGS TO HODGE
ENGINEERING 45 SOON A5 COMPLETED.
IF DESIGNER'S DRAWINGS DIFFER 5TRUCTURALLY FROM
SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRACE J015T6 AND TRUSSES PER
MANUFACTURER
RX
1.0 6.0
2.0
3.0
<8 Df*2
3-1/2'x12' GLB
RX
=2x4
■=(2)2x4
i ■=(3)2x4
.=(4)2x4
W
D�Sul(5U11
14
HDU5
We C614
1
FOOTING PAD SCHEDULE
FOR 1500 PSF SOIL BEARING
POSITIVE
POST TO FOOTING CONNECTION
20"DIA. OR 24'DIA. x 8'
O20oR24
®
POST PER PLAN
215K CAPACITY
OR 4.0K CAPACITY
24
24"x24"x8' U)/(2) *4 E.W.
5.5K CAPACITY
POST PER PLAN
30
30'x30'x10' W/(4) *4 E.W.
®
6.5K CAPACITY
POST PER PLAN
36
36'x36 "x12' W/(4) *4 E.W.
®
12K CAPACITY
POST PER PLAN
42
42"x42'xl2' W/(5) *4 E.W.
16SK CAPACITY
POST PER PLAN
12 60 54 4648'x48'x12'
*4
UJ/(6) E.W.
21K CAPACITY
POST PER PLAN
(54' x13" WK -7) *4 CAP = 2-1K)
(60'x14" UJ/(8) *4 CAP = 33K)
(12'x16' WKII) *4 CAP = 4ZK)
ALL EXPANDED FOOTINGS
TO USE *4 REBAR UNO.
o POSITIVE POST
TO FOOTING
CONNECTION PER
PLAN
eREBAR
q.'Ak
MAT PER
FOOTING SCI-IEDULE
3' FROM SOIL'SSIDES
# BOTTOM
50U,45H BLOCKING
O STUDS) FOR POINT LOAD FROM ABOVE
O SQUASH BLOCKS) REQUIRED UNDER
ALL DBL STUD OR GREATER WHERE
INDICATED ON ENGINEERING.
Digitally signed by John Hodge
Date: 2021.01.25 17:00:33 -08'00'
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BUILDING
CODE 2015 IBC
WIND
EXP. B 110 MPH
SEISMIC DESIGN
CATEGORY D
E
=L:j
ENG. P.E.
JOHN H.
DATE
1.21.2021
REVIEW
ZACK C.
ANALYST
ALEC H.
SHEET
S1
1 OF 5 SHEETS
PROJECT NUMBER
200691
COPYRIG44T c@2020
1-IODGaE ENGINEERING INC.
BEEN DIGITALLY SIGNED PER
WAC 196 -23 -MO WITH A GLOBAL SIGN CERTIFICATE. THE
CERTIFICATE MAY 5E REMOVED BY Tl$ JURISDICTION
2015 IBC LATERAL ANALYSIS AND
GRAVITY LOAD ENGINEERING
PROJECT NUMBER: 200691
FOR: ABN CONTRACTORS
PLAN: YELM
SITE CRITERIA
5HEAIR WALL NAILING 4 ANCHOR 5CHEDULE
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 -ULA
I -2x6
I=(2)2x6
CATEGORY
® =6x6
EDGES
OWNER
PER OWNER
OWNER
JOIST
RESPONSE S1
RESPONSE Ss
(WF X.(33)
25 PSF
110 MPH
B
D
D
II
<15%
NONE
NONE
12"
0.4968
1.2488
350 FT
VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES
r16-"�
D2
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 5/DI
STWDI4
1":�IAIN f=LOOfR LATEfRAL ENGINEEfRING,
DO NOT 5CY4LEN/a 11 =1'
SNEAtN ALL EXTERIOR WALLS AS W1 UNLESS NOTED OTHERWISE.
ADJUST CRAWL SPACE VENTS t0 BE 12' MINIMUM AWAY FROM HOEDOWNS
3'o.c. NAILING -CON?INUOUS
5HEATHING OVER MUD SILL
TYPICAL ALL EXTERIOR WALLS
TRUSS FASTENER 5CHEDULE:
A35 m 32' cc OR 5DWC 6 a 16" OC.
(TYPICAL AT ALL GABLE ENDS)
HI -TYPICAL AT ALL TRUSS TO
PERPENDICULAR TOP PLATE LOCA""""
(U.N.O.)
(2)H2.5e - TYPICAL AT ALL MULTIPL,
TRUSS TO PERPENDICULAR TOP PL
LOCATIONS (U.N.O.)
(LXMXR) DENOTES LEFT, MIDDLE
TRUSS BEARING. REFER TO BUILDEF
PROVIDED TRUSS MFR PROFILES FC
ADDITIONAL INFORMATION.
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 50I
Uf=f=EEfR f=LOOfR LATEfRAL ENGINEEfRING_
DO NOT 5CALEN/a 1'J
SHEATH ALL EXTERIOR WALLS AS CJUJI UNLESS NOTED OTHERWISE.
VAIL 5HEATHING TO ALL
AMINCs MEMBERS U51NG Sd
W/ 3' GRID PATTEN.
NsraLL 5IMP50N L5TA
STRAP 9 BACKSIDE
ROWS 1(od SINKER 9 3'O.C.
(IRC 602.3) STUDS SHALL BE CONTINUOUS
FROM 50LE PLATE TO TOP PLATE
ENGINEERED U51NG BUILDER PROVIDED
MFR TRUSS LAYOUT COMPLETED BY
THE TRU55 COMPANY(SLIMNER)
JOB NUMBER J1010211, DATED 12212020.
CHANGING TRUSSES INVALIDATES
THIS ENGINEERING
WHEN RAISED
HEEL TRUSS
]ROOF 5HEATHING 5CHEDULE
5HEAIR WALL NAILING 4 ANCHOR 5CHEDULE
SNOW LOAD
NOMINAL
SPAN RATING
SHEAR WALL
APA RATED
NAIL 512E 4
STUD 4
BLOCKING tv
SHEATHING
2x 50TTOM
DSL TOP
D5L TOP
PLATE TO
ANCHOR BOLT
CAPACITY(PLF)
SEISMIC/WIND
(UP TO)
THICKNESS
MIN.
LABEL
SHEATHING
SPACE m
ADJOINING
TO MUD SILL
PLATE TOPLATE
TO RIM
51RD
TO CONCRETE
(DF VALUES)
N/A
® =44
DESIGNATOR 0 =4x6
I -2x6
I=(2)2x6
a =2x4
■=(2)2x4
® =6x6
EDGES
EDGES
NAILING
RIM BELOW
JOIST
BLOCKING
BELOW
(WF X.(33)
5HEARWALL DESIGNATOR
SEE SHEARWALL SGNEDULE
40 PSF
1/16'
24/16LTP4
M5TC4853 - 39000
1/1(01055
HOLDOWN/STRAP
N/A
2x SILL W/
DESIGNATOR
6 18' O.C.
(2) 10d
5/8 � 48 O.C.
(16) ad EACH SIDE
WDU5
N/A
(2aC514s
SW1
ONE EIDE
� �, 6 ' O.C.
2x STUD
ad � 3 O.C.
16d 6 6' O.C.
OR
TOENAILS
1/2 � 36 O.C.
260/365
D1
,435 � 20' O.C.
1/16' 055
3x STUD
2x SILL W/LTP4
0 12' O.C.
(2)10d
5/8' -9 40'
10 P5F
15/32111/211
32/16
Sun
ONE SIDE
ad s 4' O.C.
(OR (2) 2x)
ad 6 3' O.C.
16d .9 4' O.C.
OR
,435 a 14 O.C.
TOENAILS
1/2' 6 28' O.C.
380/532
1/16' 055
3x STUD
2x SILL W/
(2) ROWS 16d
LTP4 -9 10' O.C.
(2)10d
5/8' -1 24' O.C.
130 PSF
19/32', 5/8'
40/20
SW3
ONE 51DE
ad � 3 O.C.
(OR (2) 2x)
ad a 3' O.C.
11 6' O.C.
OR,
TOENAILS
1/2',s 11' O.C.
490/685
A35 � 12 O.C.
115 PSF
23/321,3/41
48/24
AEON
1/16' 0553x
51DE
ad tv 2 O.C.
STUD
(OR (2) 2x)
2x SILL W/
ad a 3' O.C.
(2) ROWS 16d
a 4' O.C.
LTP4 0 1' O.C.
OR,
(2)10d
TOENAILS
5/8' tv 21' O.C.
1/2' -9 15' O.C.
640/895
A35 .9 8 O.C.
LONG DIMENSIONS PERPENDICULAR TO ROOF=
LTP4 � 5' O.C.
JOIST WITH EDGE SUPPORT.
1116' 055ad
0 3 O.C.
3x STUD
2x SILL W/
(2) ROWS 16d
OR,
(2)10d
5/8' 0 12' O.C.
980/1310
R503.211(l)SW5
50TH 51DES
(OR (2) 2x)
Sd .9 3' O.C.
11 3' O.C.
A35 -95 O.C.
TOENAILS
1/2' tv S' O.C.
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 OPP051TE SIDES ,ARE NOT LOCATED ON THE SAME 5TUD5.
(3) BLOCKING 15 REQUIRED AT ALL PANEL EDGES.
(4) PROVIDE SHEAR WALL SHEATHING ,AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS.
ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS
OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS.
(5) SHEATHING EDGE NAILING 15 REQUIRED AT ALL HOLDOWN POSTS.
((o) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING 15 12' O.C. UNLE55 NOTED OTHERWISE.
(1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2'
LONG NAILS WHEN NAILING THROUGH 5HEATHING.
(8) D5L STUDS MAY BE USED IN LIEU OF 3X MATERIAL
(9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER
r)I=TAIL A
PROVIDED W/ STEEL PLATE WASHERS Y¢' x3' x 3', EMBED ANCHORS A MINIMUM OF �'
PLATE WASHER A MAXIMUM OF 1/2' F=ROM THE SHEATHED SIDE OF THE SHEAR WALL
RIALS CAN CAUSE EXCESSIVE CORRRO51ON IN THE F=ASTENERS. PROVIDE HOT -DIPPED
IG NOT PERMITTED) NAILS AND CONNECTOR PLATES (F=RAMING ANGLES, ETC.) FOR ALL
PRESSURE TREATED FRAMING MEMBERS.
i CLIPS SHEATHING 15 TO EXTEND FROM MUD5ILL TO TOP OF DOUBLE TOP PLATE FOR
SILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR
TAIL.
lAY BE USED IN PLACE OF THE %6' 055 SHEATHING PROVIDED THAT ALL STUD SPACING
5 4-1/2' PLATE WASHER
WITH AN A5TER15K (#) MAY BE 5HEAT14ED WITH 1/1(o SMART PANEL OR 5/1(o HARD IE PANEL
2D INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' A5 SPACING
TYPICAL
AT ALL
GABLE
ENDS
LEGEND
SIMPSON PRODUCT
POINT LOAD KEY
Q:
MODEL NUMBER
FOR EWGINEER USE ONLY
MEMBER
RX
•ROUNDED TO NEAREST KIP TOTAL DL A
2:0 6.0
O
Ln
HDU5 - HF MEMBER 43400
N/A
(14)-SDS)/4'x 2)/2' TO (2) STUDS
SNOW
3.0
SEAM DESIGNATOR
MIN.
FOR PLAN REVIEW USE ONLY
RX 4xO
E)M
(20)-SD5 Y'x 2Y' TO (2) STUDS
3-1/2"x12" GL5
HDUS - DF MEMBER l8l0#
Rx
STUD/COLUMN
HDUII - HF MEMBER 8030#
N/A
® =44
DESIGNATOR 0 =4x6
I -2x6
I=(2)2x6
a =2x4
■=(2)2x4
® =6x6
®=(3)2x6
■=(3)2x4
® =6x8
®=(4)2x6
•=(4)2x4
®= 8x8
HDU14 - DF MEMBER 144450
5HEARWALL DESIGNATOR
SEE SHEARWALL SGNEDULE
(2) STUDS W/ (30)16d
qui
N/A
M5TC4853 - 39000
SWI SWl
SWl
HOLDOWN/STRAP
N/A
M5TC6653 - 44900
DESIGNATOR
STWD14
N/A
SEE WOLDOWN/STRAP SGNEDULE
(16) ad EACH SIDE
WDU5
N/A
(2aC514s
C6I4
DETAIL CALL -OUT
SEE 'Dl' 51-EETS FOR
1
CORRIESPONDING DETAIL
D1
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 5/DI
EXTEND HEADER OVER
PORTAL FRAME PER DETAIL 50I
00f= f=f;; A IINAVITY LOAED ENGINEEf;; IN
DO NOT 5CY4LEN/4 11 = V)
PROVIDE ALL FINAL SHOP DRAWINGS TO HODCsE
ENGINEERING AS SOON AS COMPLETED.
IF DESIGNER'S DRAU11NCs5 DIFFER 5TRUCTURALLY FROM
SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED.
INSTALL AND BRACE JOISTS AND TRUSSES PER
MANUFACTURER
VAIL 5HEATHING TO ALL
AMING MEMBERS USING 8d
W/ 3' CsRID PATTERN.
INSTALL 5IMP50N L5TA
STRAP /a BACKSIDE
ROWS Ibd SINKER 6 311O.C.
HOEDOWN 5CHEDULE
SIMPSON PRODUCT
F=ASTENERS
Q:
MODEL NUMBER
ANCHOR BOLTS
NAILS
SCREWS
CAPACITY#
O
Ln
HDU5 - HF MEMBER 43400
N/A
(14)-SDS)/4'x 2)/2' TO (2) STUDS
55 5/8x24 U.N.O.
HDU5 - DF MEMBER 56450
MIN.
HDUS - HF MEMBER 58200
N/A
(20)-SD5 Y'x 2Y' TO (2) STUDS
55T528 OR 551/8'x24
HDUS - DF MEMBER l8l0#
MIN.
U.N.O.
HDUII - HF MEMBER 8030#
N/A
(30)-5D5 /V4'x2/V2l TO 6x6 MIN.
551x30' U.N.O.
HDUII - DF MEMBER 93350
HDU14 - HF MEMBER 92600
N/A
(3(o) -5D5 y4'x 2/V2' TO 6x6 MIN.
551x30' U.N.O.
HDU14 - DF MEMBER 144450
5THD14/5THD14RJ - 35000
(2) STUDS W/ (30)16d
N/A
N/A
M5TC4853 - 39000
PER MFR
N/A
N/A
M5TC6653 - 44900
PER MFR
N/A
N/A
C514 - 2490#
(16) ad EACH SIDE
N/A
N/A
HOLDOWN NOTES:
(1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS
(2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRE55URE TREATED WOOD SHALL BE SIMPSON
'Z -MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION.
(3) SU55TITUTION WITH NON-SIMP50N ANCHORS WITH ENGINEER'S APPROVAL.
(4) STWD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST)
00
0
Z
0
W
w
L
� 00
_ao '3) 3 0) iW�
�0 W :Ec�Q���o
i6 .j CO C C U
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f6 ~ N a) U L L U C� m
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eco 0 c�N��CE
Nc �'� 70 O� a >, O OQ
QE �C�cnag w ci-0 a)
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BUILDING
CODE 2015 I5C
WIND
EXP. 5 110 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 P51=
ENG. P.E.
JOIN N.
DATE
121221
REVIEW
ZACK C.
ANALYST
ALEC H.
SHEET
z OF 5 SHEETS
PROJECT NUMBER
200691
COPYRIGHT Q2020
I-IODCxE ENGINEERING, INC.
DIGITALLY SIGNED R
Ub4G 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. TI$
CERTIFICATE MAY BE REMOVED BY T44E JURISDICTION
II EXTENT OF HEADER II
WATER HEATER
D .0
DOU5LE PORTAL FRAME (Tufo BRACED PANELS) j FOR SHEAR MIN. 3"X11,' NET � � FOR A PANEL SPLICE (IF SHEATHING PER ROOF
� EXTENT OF H � HEADER REQUIRED. (MAY SE NEEDED). PANEL EDGES SHALL SHEATHING SCHEDULE.
SINGLE PORTAL FRAME (ONE SRACED PANEL) ,� - ,� � r
WATER HEATER SEISMIC LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEETS UJ/ 1/8
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o II
° ° ° ° ° ° ° ° • ° ° ° ° ° ° ° ° 2 01= MID - NE 1GHT. ONE ROUJ 01= MIN GAP. P5CL/PSC, to
STRAPS LOCATED 1/3 ,SWAY � ° o °
° d ° FASTEN SHEATHING TO HEADER z
TYP. SHEATHING TO FRAMING � GIPS REQUIRED.
FROM TANK CAP AND 5A6E. 3 ° d 0 W1 ad COMMON OR GALVANIZED •: �
SOX N ILS IN 3' GRID PATTERN NAILING 15 REQUIRED. IF 2x� ad N,41L5 s (o I' O.C. ,�T �
LAG 5OLT PER SEISMIC g 22x4'62 II r
05z ° 0 0 ° II 5LOCKING 15 USED, THE •• BIRD BLOCKING >
STRAP MFR ANCHOR INTO 0 ° o o ° ,�5 SHOWN AND 3 O.C. IN ALL MUST 5E NAILED TOGETHER WITH / W
00 0 0 ° 0 0 0 0 0 0 0 0 °° FRAMING (STUDS, BLOCKING, •: /� SHEATHING 5REAK
`\
2X STUD 4 PLACES It
� 0 0 0 0 0 ° O 0 0 0 0 O 0 0 0
(3) lid SINKERS.
(D I 0000° °°° 0000° °°° ,�NDSILLS)T'�P. 2
° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° (2) coNTINUoUS # �4T 3 EXTEND WALL SHEATHING
2 DRYWALL PER PLAN � � RES R
0 a a a a a a a 0(D (D 0 0 0 0°°°°° TO TOP OF DOU5LE TOP
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 FASTEN TOP PLATE TO HEADER FOOTING. .
2 X STUD WALL
000000000 000000000 W1 TWO ROWS OFI(oDSINKER
# II # � PLATE
0 0 0 0 0 0 0° II 4 RE5AR FROM TOP 4 :• •::
3 3 N,41L5 �T 3 O.C. T�'P. r � �
4 4 o 4 o° 0 0 4 12 O.C. 51MP50N H1 EACH TRU55
�o VENT FLUTE - ° ° ° (BACKSIDE) (BACKSIDE) : (BACKSIDE) ° ° 11 ° ° � L5TAI& STRAP (5ACK5IDE). USE II OR RAFTER Q
0 j S STEM UJ,�LL �
° 3 ° ° ° ° ° ° 3 LONGER SERIES To EXTEND To PERPENDICULAR TOP
2 00 °° °° °° REQUIRED
® ,ANCHOR 5A,5E To WALL � 0 0 0 0 � ( � 0 ° � � � o o � 0 0 TOP OF PONY WALL, IF PRESENT.�4PLATE INTERSECTION U.N.O.
° ° ° °LK ° 0 ° 0 MIN. WIDTH =1(o" FOR ONE STORE • • (2) H2.5,� 1=oR MULTI PLS 0
STRUCTURES, 24" FOR USE IN THE - z
_ MFR TRUSSES a6 24" O.C. UJ/
X .. .. .. .. .. 1= I RST 01= TUJO STORE STRUCTURES ® �j
PLAN 8001= SHEATHING
.. .. .. .. ..
.. .. .. .. .. - .
PLAN VIEW :: :: •• : •• : •• MIN. (2) 2x4 (,ALL DM) OR (2)2x(o . ; 3 NAIL UJ/ ad s (o" O.C. FOR
2P DG D20.C. cc a)
1/1� 055 SHEATHING MIN. IN 1=IELD � _ � " N p � � co
L
W � Q
:: :: •.: •.: •.: 5THD 14 (UN.O ON PLAN) • . •
O cn ,C
_SHEATH ALL GABILE ENDS _ _
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • • • Q'— N c L p cn C L ,
X III III N N � �L � � U C p
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d v D O D O
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,
DSL BOTTOM PLATE 0 0 o
ri0 5 1
IBC FIGURA 2308b52
co
WATER HEATER 5TRAFFING D1 PORTAL FRAME D1 ROOF &HEATHING D1
ad o
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1 P G E G RDER PL E
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5EAM DO NOT CUT 5EAM
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(0/ "T NAIL 9 ad (0 O.C.
0 3 G SU5 LOOK Sd L ® SCHEDULE �= ,� o41 TALL POST CONNECTION.o M � � ZE 0 o
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. SCHEDULE � � RIM TO TOP PLATE UJ/lid
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lOd NAILS. 45 DEGREE 2X4 JOIST. II �
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SEE SHEAR WALL �
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DSL 2X TOP PLATE 4 TOP
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4�
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• � 1� d 1� O.C. �
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S � 12 � �
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9 �
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DOU5LE 2X TRIMMER STUDS •. - j j RIM 50ARD To FLOOR
MIN. FOR > V OPENING UNO. - g FULL HE IGHT 055 J015T WI(3) l(od
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8
- 2 LTP4 PER 5HEARWALL
j No STRAP REQUIRED 11= •. ••• • ' • • 2 - D IMEN51ON PARALLEL To � SEE SHEARWALL TA5LE
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• 2
• U.N.O.
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• STUDS UJ/ (2) l(od THRU
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• NAIL FOR 6W3 5W4 4 6W5 j � 2x PT W1 ,ANCHOR 5OLT5
8 5HEAR WALLS PER 5HEARWALL SCHEDULE
FOOTING CORNER FOOT ING 'T' 5TEM ALL CORNER . , / # 11-511
j j 2 x(o PT MUD 5I LL WITH � � 4 HORIZONTAL 3 FROM
• g - ,ANCHOR 5OLT5 PER � � I a a TOP OF STEM AND 6 12 " O.C.
SHEAR WALL TA5LE � I � . � 24STEM SHOWN �
x\�\�\ice\ice\i��i��i�
® 3 30" M IN IM I UM LAP SPLICE - (MIN OF 2 PER PLATELu
. ,\\ \\ \\ \\ \\ \\ \\ \ i I . \\\\ \\
- _ ' a ��i��i� �o 04 VERTICAL DOWELS 3�'
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VERT f C,4L RE5,4R NOT - M IN FROM EDGE
EXTEND TO 3 OF THE
SHOWN FOR CLARITY a \\ �. \ �� ° \
• 2 CRAWL SPACE i i i �i��i\��ii�,� FOOTING 5A5E. EXTEND
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d . a ,�i�i 14' MIN. INTO STEMUJ,4LL
N� TYP (UN.0)
• ALTERNATE 5LAE3 d \ \ \
vd
ON GRADE I—III— I I—III—III—III—III—III—III_ #
(2) 4 CENTERED IN
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J2" MIN a °�
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• D :.a ° a : LEDGER UJ/ 5/8 x(oA5 '024 MIN. FOUNDATION D IMEN51ON DR41N5 f � REQU 1RED
D •
O.C. EPDXY UJ/ SIMPSON NUMBER OF FLOORS WIDTH THICKNESS WIDTH WIND
• • • • • • v
D SET. LU5210 J015T HANGER SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING OF 5TEM 9 NATIVE UNDISTURBED SOIL EXP. 5 110 MPH
• ' D 4 • /�, OR STRUCTURAL FILL PER
D • • ° (UN.0) 1 FLOOR 12" K/" �" SEISMIC DESIGN
. • d v 2 FLOOR 15 ° � II SII GE OTE CH
• j CATEGORY D
• ° 3 FL OOR 15
11 SII gII OST DEPTH I
• R DEP S ROOF SNOW
/ JURISDICTION LOAD 25 P51=
rl2 8 6 15c TA5LE 1809.E 3
CONCRETE CORNEIR5 D1 POST TO 5U5FLOCIR GIRDER CONNECTION D1 SHEAR WALL NAILING 4 5UILLDING 5ECTION D1 FOUNDATION WITH 6LA5 D1
2x STUD WALL PER PLAN ENG. P.E.
(IFLOOR JOIST OR � JOHN H.
LANDING
DRIVEWAY APPROACH PER � 3/4 TAG 5U5FLOOR (UN.O.) DATE
r
1 ARCHITECTURAL SHEETS 1.212021
2X4 LEDGER W(2) 10d (o
2 �.' ;. i. 2 FLOOR JOISTS PER PLAN REVIEW
O.C. . �'.:'. . r. j GYPSUM WALL 50ARD
3 (3) 2x12 STRINGERS INSTALLED uJ/5d COOLER 2 GARAGE 5LA5 PER PLAN 1= oo I ,�N Z,�CK C.
L R G RDER PER PL
• II NAILS 6 S" O.C. OR TYPE ANALYST
• . 5-1/2 MINIMUM MATERIAL 6 .
5/W SCREWS Q 1(o' O.C.� BULL DEPTH BLOCKING ,CLEC H.
DIAGONAL SETUJEEN RISE � � � 3
3 CONTINUOUS RE5AR REQUIRED AT ,ALL 5EARING
AND RUN SHEET
2 l(od NAIL 12" O.C. (UNO.) o PERSPECTIVE (RECOMMENDED 1=0R 15C 2308.4.6
3 UPPER FL IGHT OF STAIRS (0 ,� K CONTROL) - Igo
2 o CR c Co ROL
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2x PT UJ/ ,ANCHOR 5OLT5
V
II II. PER 5HEARWALL SCHEDULE
ad NAILED V O2.0 i. � ad NAIL 12 O.C. ON ,ALL
• � COMPACTED S,�ND/GR,4VEL '0
(0 is PANEL EDGES 12 O.C. �: FRAMING MEM5ER5 NOT AT \\moi\\moi I I . � � � 04 HORIZONTAL 31-51 FROM
g FIELD PANEL EDGES (UN.0) _ � z - TO 01= STEM ,�N 12" O.C.
CONTINUOUS BUfLDING -�%��!i��i�ei��i��i��i II.°
2X4 THRUST 5L OCK W110d ��\\�\\�\\�\\ 24" STEM SHOWN 30 F5 SHEETS
ORIENTATION OF CORNER � `� i i i i I
' o . FOOTING PER FOOTING �\i .\\ice II g
is (oO.C. NAIL TO LANDING : - �\i \ , I' II
9 STUD MAY VAR' DETAIL �!�\ � � , I 04 VERTICAL DOWELS 6 3�
J015T 8
• � PROJECT NUMBER
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• 3/�' TSG SUB Loon
ad NAIL 6 (o O.C. ALL .\\� • i�--- X00691
o. HOLDOWN PER PLAN
2 y
FRAMING MEM5ER5 AT � 2
° 545E. EXTEND 14' MIN.
g 2X8 LANDING JOISTS
PANEL EDGES 4 12" O.c. I=I �
I, I
„ INSIDE CORNER 2 ON ,4 FRAMING M M 5 p D -III—I III-1 I I—III—III-1 I I INTO STEMUJ,�LL (UN.0) A R
l od a0 � O.C. RIM TO ALL R G E 5ER 0
NOT AT AN 5 •,� ,�\ � \ \ \ \ � � 12 FR05T DEPTH Y w 21
12
TOP PLATE PANEL EDGE \ \ \ \ \ g DEP 5
// .. :r JURISDICTION
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.
I
• • MIN. FOUNDATION ON DIMENSION
P�4NEL EDGESXUN.0) ,�\ \\ \ ' ' NUM OF 00 5 WIDTH THICKN 55 WIDTH
� �� \ BER L R D � D
11 NOTCH STRINGER TO REST SECTION i /
./
• • •. • .: SUPPORTED 5Y FOOTING OF FOOTING OF FOOTING 0F STEM FOOTING AND 8001=
STRINGERS SPANNING OVER ON LEDGER � p • • • •• • •
II II II F�'
1 00 12 �o DRAINS IF REQUIRED �,�z o,� STE
(o STEPS MUST 5E SUPPORTED ,I II II �s
2X TREADS WI(3) 10d � 2 FLOOR 15 ( 8 NATIVEUN 15TU 501 3�ONAL�
W14X(o 5EAM ON 4X4 POSTS, 12 II II II 12 D RSED L
POST TO 18" CONCRETE SOOTING
EACH STRINGER 3 FLOOR 18 S S OR STRUCTURAL FILL PER
�0 3 OUTSIDE CORNER DETAIL GEOTECH COPYRIGHT c 2020
OR STUDuu,�LLrl
n 7 O
37 / I5C TA5LE 1009.1 4 COPYRIGHT
ENGINEERING, INC.
TWIS DOCUMENT BIAS BEEN DIGITALLY SIGNED PER
5TAIRLANDING CONNECTION D1 IN61DE/OUT61DECORNERD1 CONTINUOU5 5TRIF FOOTING AT GARAGE ENTRY D1 �OI�ND�TION l�ITH ��OOR JOf STS D1 WAC 1%-23-070WITWA GLOBAL SIGN CERTIFICATE.T14E
CERTIFICATE MAY BE REMOVED BY THE JURISDICTION
G UNR�STRAIN�D RETAINING WALL SCHEDULE r) r) 1 Q n r=P r ARI ;= ;=T.11'7 TIMI 144 'I /I
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........
U FACE OF FOOTING
51TE PLAN, 5TRUCTURE LOCATION, GEOTECHNICAL REPORT
2 TOP OF SLOPE
AND SITE WORK ,ARE THE RE6PON6151LITY OF THE 5U I LD ERLu
F AND CIVIL/GEOTECHNICAL ENGINEER.
z
0
4' 8' s' #4 -9 12' OC 24' 0 4'
4'1'-(o' ON 12' 04 .9 12' OC 40' (o' 4'
I r- I r r ,� r I- u r r
61 s s 12 � 10 oc 9 10
S'1'-10 3' 12' 05 a 9' OC 6'-3' 11' 1-3/4'
Q UJIDH FOOTING SASED ON I$00 PSF SOIL `�J vvi i II \MV NV r Vim i ivrtV N
� SHEATHING OVER GABLE O N/3 BUt NEED NOT >
� FRAMING UNLESS A GEOTECHNICAL REPORT IS PROVIDED t0 EXCEED gym' MAX w
CONCRETE lf'cJ = 2500 pal O HORIZONTAL REBAR NODGE ENGINEERING t�4E BEARING SOILS ARE ,4SSUMED
REBAR (f = 60 ksi 114114 �g,qR ,dt 10110CO 6' TIMBERLOK OR 6' SDUJC
KIL
70 BE 1500 PSS, WHEN PROVIDED FOLLOW ALL DIRECTION
� PASSIVE = 25250pcf 3 AT 16' O.C.
�
ACTIVE SOIL = 35 pcf O VERTICAL R�BAR SPLICE 30' � OF THE GEOTECHNICAL REPORT. (4) TOE OF SLOPE
p SOIL BEARING = 1600 psfFOR #TOP PLATE TO
� o R�BAR)�BFOOTINCx RSB R CORD CONNECTION PER O N/2 BUT NEED NOT
� * ��� o S�IE,4RlUALL SCHEDULE �XC�ED 15' MAX �
U -D 4� tRANSv�RSE R�B�4R � ` �� � o o J O FACE OF StRUCtURE �
O 18 O.C. `
�
D (VARIES - SEE 7A5LE) NOTES
o 9MIRA-DRAIN 600 TIED INTO � �-INSTALL SCREWS UPWARD 2
FOOTING DRAIN Sl'StEM � �j tNROUCzN COP PLACES INTO p
� BACKFILL WITH FREE � � CENTER OF BOttOM TRUSS Z
� DRAINING WELL GRADED 2 GNOSZD. �o
� 2 MATERIALS 5°r, FINES MAX. 5
LL OKE1' (NOT REQUIRED IF SLAB -BRACE tRUSSES PER SGSI. � m c � a 2 o
PR�SEN7 A7 FOOTING)
CONSULT TRUSS MANUFACTURER � z � � � � N .� o o N
FOR BRACINCx i�G2UIREMENtS. 3 � W � L m � a � s � o
� FOOTING 12' MIN BLOW GRADE.
BELOIUCxRAD� 15 NOT �L� J `3LcoccU
L� Q �mm�-ocm'-w
m '�^ V m���coZm0o
`, �
FOOTING t0 BEAR ON
REQUIRED I� SLAB PRESENt
R�o �a>iC L-
E a)'i��vc m-
Y
FIRM UNDISTURBED O�OOTINCx REBAR *� � lf�' O.C. � _ � Z � N = � _ � £
E NATIVE 501L v`��awit�scov�R UU'O�.
ui <ca ,oB cmo��
-r-
15c: 10012 1 1 26 2�2 18 iRc FIG R40311.115C FIG 1500.1.1 l 4 `° -0 0 �-
UNIRE5TFRAINELD CONCRETE WALL - 40 PSS SURCHARGE - 2 015 IBC D2 D2 GA5LE ENE) TRUSS 51RACING D2 FOUNDATION CLEARANCE SROM 6LOFE5 D2
2 �
CD GABLE END SCISSOR TRUSS
DRAINAGE - EXTERIOR GRApES ADJACENT t0 THE WALLS OF THE HOUSE ARE t0 BE SLOPED j (2) 2x4 LAMINAtIONS lU/ CI) OR iZ4�tER PER PLAN $ � �" $
AUJAI' FROM THE 5TRUCTURE TO ACHIEVE 5URFACE DRAINAGE. 5U55URFACE DRAINS A7 OR � O O (8) 16d NAILS STACzCxER�D = � � _ 0 �
"' ROUJ OF STAC�sCzEi�ED 1(Id A7 �ACN SID OF TOP 0
BELOU1 THE FOOtINCx/SL�4B ELEVATION ARE t0 BE USED FOR ANY BASEMENt OR RETAINING � COMMON WIRE NAILS a 12 cc `�' M/N O RAKE FRAME STUDS TO
"` "' �,4ro PLATS SPLICE.
WALLS OVER 3 FEET IN HEIGHT. DRAIN5 ARE 70 CONSIST 0F RIGID PERFORATED 4' PVC PIPE � �oR p tRuss��tER �ottoM U
SURROUNDED B1' WA5HED PEA -GRAVEL OR GRANULAR SILL WITH LASS 7N,4N 5°ro SINES. PLACE N O C2) 2x6 LAMINATIONS lU/ l2) �"�rF S�Li� CHORD. DO NOT BREAK �
ROW OF StEkED I(�d 2 � F O �3) 16d NAILS StAC��R�D 57UD5
A NONUJOYEN-CxEOTEX71LE FILTER FABRIC BETUJEEN THE DR�41N,4C�E M,4TE�21,4L AND THE � m � ,4t EACH SIDS OF BOttOM
REMAINING WALL BACKFILL t0 REDUCE Slit MIGRATION INTO THE DRAINAGE ZONE. PLACE CCI N o �, COMMON WIRE NAILS IS6'oc PLAN SPLICE. O O BREAK SHEATHING At DBL
EACH SIDS TOP PLACE OR USE
THE FILTER FABRIC SUCH THAT 17 FULLY SEPARATES THE DRAINAGE MATERIAL AND THE (2) 16d NAILS 6 16' cc INTO • ' • . CONTINUOUS SHEATHING on
BACKFILL AND EXTEND5 OVER THE COP OF THE DRAINAGE ZONE.SCUDS-1/2'
,,-�` O (3) 2x4 LAMINA710NS W/ (1)� 4 3 .. O 6' tIMBERLOK OR 6' SDUJC �
THE LEVEL OF THE PERFORATIONS IN THE PIPE ARE t0 BE AT THE BOTTOM OF THE FOOtINCxS I' a� ROW OF S7AC�ERED 3f�d, - SIMPSON 36" CSI MAY BE . O, At 16' O.C. �
o COMMON IUIRE NAILS a 16 0 4
AND THE DRAINS ARE TO BE CONSTRUCTED WITH SUFFICIENT GRADIENT 70 ALLOW GRAVITY � EACH SIDS USED IN LIEU OF NAILING AS O TOP PLATE TO BOTTOM �
D15CHAIRGE AWAY FROM THE 5TRUCTURE. THE PEIRFORATION5 ARE t0 BE LOCATED ON t�4E �-� INDICATED.(N07 SNOUJN FOR 2 5 CHORD CONNECTION PER �
� O (3) 2x6 LAMINA710N5 W/ (2) CLARItI') coN��T � SNEARUJALL SCHEDULE. -�
LOWER PORTION OF THE PIPE. ���
ROIUS OF STAGGERED 30d �eATN�� SNEA
2-1/2 COMMON WIRE NAILS 8'oc
RETAINING WALL5 OR 5A5EMENT5 WALL5 ARE TO BE BACKFILLED WITH A MINIMUM 12 -INCH o �-1/211 "' EACH SIDS �
CHICK WASHED GRAVEL BLANKET OR LINED WITH A [DRAINAGE MAT SUCH AS MIRA-DRAIN 6001 o I -I/2'
OR WELL GRADED AND DRAINING NATIO SOILS OVER THE BULL HEIGHT OF THE WALL5 NOTE: PLACE SPLICE
(EXCLUDING THE FIRST 1 FOOT BELOW THE SURFACE). tHIS DRAINAGE MATERIAL IS t0 TIE INTO I APPLIES WHEN NO OTHER
THE FOOTING DRAIN 5Y5TEM. 2 SPLICE IS INDICATED.
ROOF AND SURFACE RUNOFF ARS N07 70 BE DISCHARGED INTO THE FOOTING DRAIN 5Y5TEM 3
AND SHOULD BE HANDLED Bl' A SEPARATE RIGID TIGNtLINE DRAIN 5Y5TEM.� 23 ri9r15
r2�7' mw CD8 B33 Som ac
CONCRETE WALL DRAINAGE D2 NAILING SCHEDULE AOR BUILT-UP COLUMN D2 PLATE 5FLICE D2 VAULTED GA5LE ENE) DZ � M
O
(:D UJALL �RAMINCx 4116 I•
00)
• O M6T60 OR (2) CS14 � � Ln
MANUFACTURED ROOFO BETIUEEN PONY IUABOVE WHEN FOUNDATION ALL4 WALL O I/2" MIN FROM CORNER LnM
�
�C�
•
TRUSS UItN ENERGY HOLDOUJN SPECIFIED O
O SN�AR WALL NAILING PER � o
O WHERE �OOTINCx SECTION o°, O �R MAY BE
oil- � J � Q
ll)4 R�BA
FOUNDATION REBAR OR
PLAN gFC � 'A' IS MORE THAN 8' ° �° � POSt TENSION
3 T��N � PROVIDE 4' CSI6 EACH° o 0 0 0 °,
O 7/16 OSB OR SMART SIDE
SIDE OF SPLICE W/8-16�
W/8 -16d o o O J
o o � ° °
PANEL BLOCKING lU/ Sd 6 COMMON NAILS � O 24' MIN REBAR LENGTH00 � ♦ J
6' cc INTO DOUBLE COP � °
COP PLACE SPLICE LINE
PLATS 8 TOPCHORD BIRD o 0 0', �r LLI
��aivE INTERIOR PERSPECTIVE EXTERIOR BLOCK .
�. NOTE: NOLDOIUNS At
0 0
O ,1 (
(2) 2X PLATE 0 o � ° ° CORNER ARE SPACED Z Q
(4)1/2"ROOF SNEATNINCx PER PLAN FROM EDGE. M
UJ/ ad a 6' cc INTO BIRD � a O O NOLDOUJN PER PLAN
BLOCK BLOCKING. ° . � � � ° o .
°- �' �� d a a � O PONY WALL SNEAtNING 4 - 3 .� � � O CLEAR SPAN 11MAXIMUM.
�j
S
SIMPSON Nl CLIP. TYPICAL � a � . .. � 80.. � �IE,4R NAILING t0 MATCH � •' . � � \ FOR TYPE � � ; ; � % RJ NOLDOIUN
�
AT ALL TRUSS BOTTOM a ���V WALL ABO � 3 � 0AOR NON RJ NOLDOIUNS
3 � CHORD TO DOUBLE 70P � � � ° � .�' . � � �. � O 6' MAXIMUM PONT' WALL ': J w
2 BUILDING ..:
a
PLATE INtER5EC710N5 g . � .. a. � . � IDU NOLDOUJN � .' O COMPRESSION BLOCKINCx CODE 2m15 IBC
SOFFIT MATERIAL PER a � ,�. a O (WHEN SPECIFIED) O (2) ad NAILS 'a8' O.G. OR WAND
EXP. B llm MPH
2 DESIGN PLAN o ° aa _ 12, MIN � PSA5TUD PACK OR POST PER , 16d 6 16' O.C. SEISMIC DESIGN
�� Strong -TW CATEGORY D
� . $ .. � a � . � BUILDER t0 DETERMINE
STPD STI�D�J
,rz,us SECTION StND OR StND/RJ IS ROOF SNOW
r28 Z4 20 APPAPPROPRIATE.16 LOAD 2� PSS
" �
RAI&ED HEEL TO 5HEAR WALL CONNECTION D2 D2 STEP FOOTING 4 PONY WALL FRAMING D2 5IMP50N STIED D2
2(� THE TRUSS DESICsNER'S CxABLE SND BRAG ENG. P.E. JOIN N.
J 25 21 O EXTEND SN�ATNING TO 17 DETAIL TAKES PRECEDENCE. USS THISj 2x6 MINIMUM BLOCKINCx DATE
LOWER TRUSS BOTTOM �'�� DETAIL IF THE TRUSS DESIC�NER DOES N07 O g�TUJEEN TRUSSES OR 121221
CHORD PROVIDE A C�ABLE SND BRAG DETAIL
. RAFTERS, NAIL ROOD REVIEW
O NAIL ALL ADJACENT BOTTOM CHORD TRUSS UJ�Sd��13�OTO
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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 2015 INTERNATIONAL
RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR
APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2015 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
1n� 16�i7i
ASCE 7-10 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS
SEISMIC --
SEISMIC IMPORTANCE FACTOR PER ASCE 7-10, Ie = 1.00
BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-10 TABLE 1.5-1= II
SOIL SITE CLASS PER ASCE 7-10 TABLE 20.3-1= PER PLAN
SEISMIC DESIGN CATEGORY IBC TABLE 1613.3.5(1) & 1613.3.5(2) = PER PLAN
ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS
RESPONSE MODIFICATION FACTOR R = 6.5
M101191"
HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A
DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE
SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL
ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL
INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY
STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL
PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER:
SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)*
ACTIVE PRESSURE -UNRESTRAINED: 35 PCF (ASSUMED)
PASSIVE RESISTANCE: 200 PCF (ASSUMED)
COEFFICIENT OF FRICTION:.35 (ASSUMED)
*1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING
ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL
FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH
LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL"
SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4". ORGANIC
MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM
DENSITY AS DETERMINED BY ASTM D-1557.
WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL
SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS
INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING
OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED
TO HAVE A BEARING CAPACITY. THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE
WITH IBC TABLE 1613.3.5. (UNLESS NOTED OTHERWISE)
SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY
FROM THE BUILDING PER IRC R401.3. 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 N0. 200 SIEVE) DOES
NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. ZOO 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 OR CONCRETE UNLESS SPECIFICALLY
NOTED OTHERWISE ON THE S -SHEETS (IBC 2304.12).
ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY
APPROVED METHODS AND MATERIALS.
CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND
SHALL BE READY MIXED PER ASTM C-94.
MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED
THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED.
THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER,
TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A
STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING
ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5".
ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR
PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED.
WATER: SHALL BE CLEAN AND POTABLE
PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS,
FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS
EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL
BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE)
SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL
INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY.
REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI
315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE
LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF
LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND
45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS
AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES.
CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS
RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE
OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING
PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL.
CONCRETE MINIMUM COVER OVER REINFORCEMENT
CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2"
WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4"
BOLTS
MACHINE BOLTS (M.B.): ASTM A-307, GRADE A
ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A
5, CARPENTRY
NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE
FOLLOWING PROPERTIES:
PENNYWEIGHT
DIAMETER (IN.)
LENGTH (IN.)
8d
MAX.
24/2
MIN.
ITEM
DESIGN f'c (PSI)
MAX. W/C
MIN. (2)1
AGGREGATE
NOTES
CEMENTITOUS
4
GALV (G60)
RATIO
FLYASH (PLY)
SIZE (IN)
AND WEB FILLER
(1) MATERIAL
(L/240 L.L.)
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
1-3/4" RIGID -LAM
5-1/2
CONCRETE FRAME
2500 @ 28 DAYS
0.45
100
3/4
- -
5-1/2
PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS,
FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS
EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL
BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE)
SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. NO SPECIAL
INSPECTION FOR 3000 PSI CONCRETE - DURABILITY ONLY.
REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI
315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE
LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF
LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #47 38 INCHES FOR #5, AND
45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS
AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES.
CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS
RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE
OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING
PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL.
CONCRETE MINIMUM COVER OVER REINFORCEMENT
CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2"
WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4"
BOLTS
MACHINE BOLTS (M.B.): ASTM A-307, GRADE A
ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A
5, CARPENTRY
NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE
FOLLOWING PROPERTIES:
PENNYWEIGHT
DIAMETER (IN.)
LENGTH (IN.)
8d
0.131
24/2
10d
0.148
3
16d
0.162
3-1/2
20d
0.192
4
WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED
STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED
AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO
PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING
AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16);
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 2 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
SPECIFIED MATERIAL
PRESERVATIVE
CONNECTORS &
BLOCKING BETWEEN CEILING JOISTS,
TOENAIL, EACH END
TREATMENT (1)
SPECIFIED
TRUS-JOIST
BOISE CASCADE
LOUISIANA
ROSEBURG FOREST
GEORGIA
MEMBER
SBX
GALV (G60)
PACIFIC
PRODUCTS
PACIFIC
AND WEB FILLER
2x TIMBERSTRAND
(L/240 L.L.)
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
E=1300 KSI
MEMBER
E=1500 KSI
FACE NAIL
2X, & 4X (CEDAR)
NONE
Fv=400 PSI
POSTS & LEDGERS
Fv=275 PSI
6X OR GLULAM (FIR)
ACQ, CBA, CA
GALV (G185)
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
RAFTERS, OR RAFTER TO 2" RIDGE
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
(NOT AT BRACED WALL PANELS)
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
AT INTERSECTING WALL CORNERS
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
TOP PLATE TO TOP PLATE
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
AT END JOINTS
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
BAND JOIST (NOT 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
STUD TO TOP OR BOTTOM PLATE
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
E=2000 KSI
TOP PLATES, LAPS AT CORNERS AND
Fv=290 PSI
Fv=285 PSI
Fv=290 PSI
Fv=285 PSI
Fv=285 PSI
JOIST TO STILL, TOP PLATE OR
7" PARALLAM
7" VERSALAM
7" LP LVL
7" RIGID -LAM
4 -PLY G -P -LAM*
RIM JOIST/BAND JOIST OR BLOCKING
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
(PLANK & BEAM - FLOOR & ROOF)
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
LEDGER STRIP SUPPORTING JOISTS
* - 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
APPLICATION
SPECIFIED MATERIAL
PRESERVATIVE
CONNECTORS &
BLOCKING BETWEEN CEILING JOISTS,
TOENAIL, EACH END
TREATMENT (1)
FASTENERS (2)(3)
FOUNDATION SILL
(20# L.L.)
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
(L/240 L.L.)
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,
MEMBER
PARALLEL RAFTER (HEEL JOINT)
FACE NAIL
2X, & 4X (CEDAR)
NONE
GALV (G90)
POSTS & LEDGERS
RAFTER OR ROOF TRUSS TO TOP
6X OR GLULAM (FIR)
ACQ, CBA, CA
GALV (G185)
BEAMS AND COLUMNS
6X OR GLULAM
RAFTERS TO RIDGE VALLEY/ HIP
END NAIL
(2)16d
(CEDAR)
NONE
GALV (G90)
PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS:
ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD
SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED.
CCA: CHROMATED COPPER ARSENATE NOT PERMITTED.
SBX: DOT SODIUM BORATE
ACQ: ALKALINE COPPER QUAT
CBA AND CA: COPPER AZOLE
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.
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.
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
(40# L.L.)
(20# L.L.)
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
(L/360 L.L.)
(L/240 L.L.)
CEILING JOISTS TO TOP PLATE
TOENAIL, EACH JOIST
(3) 8d
CEILING JOIST NOT ATTACHED TO
FACE NAIL
(3) 16d
PARALLEL RAFTER, LAPS OVER PARTITION
NO.2 H.F.
SPACING O.C.
CEILING JOIST ATTACHED TO
MAXIMUM
MEMBER
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
14'-10"
RAFTERS TO RIDGE VALLEY/ HIP
END NAIL
(2)16d
RAFTERS, OR RAFTER TO 2" RIDGE
16"
9'-1"
RAFTERS TO RIDGE VALLEY/ HIP
TOENAIL
(3)10d
RAFTERS, OR RAFTER TO 2" RIDGE
1'-9
1Q "
STUD TO STUD
7'-11"
10'-5"
(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
18'-8"
BUILT-UP HEADER
FACE NAIL, EACH EDGE
16d @ 16" O.C.
(2" TO 2" HEADER)
16"
12'-0"16'-2"
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
2 4"
FACE NAIL (M IN 24" LAP SPLICE)
BOTTOM PLATE TO JOIST/RIM JOIST/
12"
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
16"
15'-2"
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
12"
JOIST TO STILL, TOP PLATE OR
TOENAIL
(3) 8d
GIRDER
21'-9"
241-411
RIM JOIST/BAND JOIST OR BLOCKING
16"
17'-7"
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)
2411
15'-5"
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 WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS
REQUIRED IN IRC SECTION R802.10.1 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.
SPAN TABLE IRC R802.5.1(3)
FLOOR
CEILING
M
JOISTS (10# D.L.)
(40# L.L.)
(20# L.L.)
RAFTERS (30# L.L.)
TILE
COMP/SHAKE
Mft
�
(L/240 L.L.)
(20# D.L.)
(10# D.L.)
L4
u
(L/360 L.L.)
(L/240 L.L.)
NO.2 H.F.
SPACING O.C.
MAXIMUM
MAXIMUM
NO.2 H.F.
SPACING O.C.
MAXIMUM
MAXIMUM
MEMBER
SPAN
SPAN
MEMBER
SPAN
SPAN
12"
10'
14'-10"
12"
12'-2"
13'-7"
2 X 6
16"
9'-1"
12'-10"
2 X 6
16"
1Q0'-6"
1'-9
1Q "
24"
7'-11"
10'-5"
24"
8'-7"
9'-7"
12"
13'-2"
18'-8"
12"
15'-4"
17'-2"
2 X 8
16"
12'-0"16'-2"
2 X 8
16"
13'-4"
14'-11"
2 4"
10'-2"
13'-2"
2 4"
10'-10"
12'-2"
12"
16'-10"
22'-11"
12"
18'-9"
21'-0"
2 X 10
16"
15'-2"
19'-10"
2 X 10
16"
16'-3"
18'-2"
2411
12'-5"
16'-2"
2411
13'-3"
14'-10"
12"
201-411
261-711
12"
21'-9"
241-411
2 X 12
16"
17'-7"
23'-0"
2 X 12
16"
18'-10"
21'-1"
2411
14'-4"
18'-10"
2411
15'-5"
17'-3"
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BUILDING
CODE 2015 I5C
WIND
EXP. 5 110 MPH
SEISMIC DESIGN
CATEGORY D
ROOF SNOW
LOAD 25 F5F
fE
. P.E.
JOIN N.
o
121221
REVIEW
ZACK C.
ANALYST
ALEC H.
SHEET
5 OF 5 SHEETS
PROJECT NUMBER
200691
COPYRIGHT Q2020
I-IODCxE ENGINEERING, INC
D Y
Ub4G 196-23-D�0 WITH A GLOBAL SIGN CERTIFICATE. TI$
GERIIFICATE MAY SE I�EhIOVID SY T4� JLp215DICTION