HomeMy WebLinkAboutBLD2002-01593 Cancelled Garage - BLD Permit / Conditions - 12/4/2002 3212 7-514 -0004o BUILDING
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REVIS��D PLANKj LO EVISION
DATE R ED
DATE I -1 d-02—
Mason County Dept. of Community Development
Mason County Bldg. 3
426 W.Cedar
P.O. Box 186 (360)427-9670 Local (360)482-5269 Elma
Shelton,WA 98584 (360)275-4467 Belfair (206)464-6968 Seatt
Notification of Permit Cancellation
July 28, 2004
NORTHERN PACIFIC RIDGE HOMES LL
P.O. BOX 7881
OLYMPIA WA 98507
Case No.: BLD2002-01593
Parcel No.: 321275400040
Project Description: GARAGE---------
Dear Applicant:
Upon review of our records, the Mason County Permit Assistance Center has identified
that your building permit application has been inactive since 12/4/2002. Permits must
make some progress every six months.
If you intend to keep this permit active, you need to contact me within ten (10)working
days from the date of this letter. If we do not hear from you within the that time, your
permit will be cancelled and a building inspector will make a site visit. In the event that
your project has been completed and a permit was never issued, you will be assessed
penalties as allowed under Mason County Ordinance 37-96.
If your project has been cancelled or if you wish to withdraw the permit, please notify
me as soon as possible at(360) 427-9670, ext. 287. If you feel that you have recieved
this notice in error please contact me. Thank you for your cooperation.
Sincerely,
Tricia Woolett
July 28, 2004 BLD2002-01593
CONCRE77F FO MA noN WALL & FOOTINI , D TAIL
NO SCALE
8- -I STORY
8- - 2 STORY IR INCH ANCHOR BOLTS
Q 72" o.c.- I Story
Q 48" o.c--2 Story
FINISH GRADE PRESSURE TREATED SILL PLATE
Z Anchor with 2"x V z 3116" washers
placed between sill plate and nut for anchor bolt.
2 -#4 (1R")REBAR
(See Rebar Schedule)
• x
Z \\\
T-2 STORY
-t 2- - • STOR 2-*4 REBAR (-IrZn R 0
15--2 STORY
NO SCALE
2"X 2"SQUARE X 3116"WASHERS 1/2 INCH ANCHOR BOLTS
FINISH GRADE PRESSURE TREATED SILL PLATE
z
z \ 3-#4 (112")REBAR
12" MINIMUM
PLAIILW WA-4�J&rR REQ. 1/2xim" ANcf-4>M eaoL r
9EE GNECKL!9T /TEM J'.J1 Ar 72" O.C. 4 /?" PTQC"
00 NOT COl11VTER8/NK PLATE ENDS
PI�EBSUIW r?4WA TEED
mLA TE
or�r/oNAL fry. _III, „I I I�I I I 11,-:1 I �
ORA/NAME
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a SEE U-TERAL PAMC L D011wW,
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4 G
W L
O-
� N
NAN,
(SEE NOTES 1$2) (SEE NOTES 1 $2)
I it 4Xb OR 2-2Xb STUDS
i II EXTEND 4XIO MIN. HEADER i 1 EXTEND FADER TO lI ( II V MAX.
TO CORN I` 9/B' STRUCTURAL PANEL W/Bd
f }1 B MAX �2 1 I li 'MAX. GORT� 1: 1 I1 COMMON NAILS •9' oc (2 RONLS)
9/B' STRUGTlJRAI_ PANEL WJBd 1 ; 5/6' STRUCTURAL_PANEL NVbd I( Irl
Iit Gorrt-toN NAILS • 9' oc (2 ROWS) I �1 COMMON NAILS 03' oc (2 RON25)
I
92000 FLOOR TIE ANCHOR
fi 11 1 Ij (SEE NOTE 3)
1 I a
Ii I it li I �I .. ��►C ..
' ' I 4X6 OR 2-2Xb STUDS S I 4'
4X6 OR 2-2X6 STUDS 1 11 Job BL.Ouar& AT PLYWOOD
I 5X6 BL.OGUN&AT it 1 (SEE NOTE 3)
PLYWOOD JOINTS 52000 HOLDO"45
2X6 PLATE ON 2X6 PT SILL
GONG. 1 2X6 PLATE ON:2X6 PT SILL
5LAB W/(2)I/2'XI2'ANCHOR BOLTS
2X2X9n6. STL. PLATE WASHERs (SEE NOTE 3)
52000 CAPACITY HOLDOWNS B' MIN.
52000 GAPAGITY HOLDOW45 EXTEND PLYWOOD TO
(SEE NOTE 3) OVERLAP RIM J015T i CONC. FOUNDATION t FOOTING
SILL PLATE
• MIN.
B• Him. ( 1 LATERAL RESTRAINT PANEL
CONTIWOIr FOOTING NG. FOUNDATION e FOOTING AT FLOOR OVER CRIPPLE
WALL
2O LATERAL RESTRAINT PANEL NOTES:
O LATERAL RESTRAINT PANEL AT FLOOR OVER CRAWL SPACE
I. Ib` MIN. AT ONE STORY B0ILDIN65
2. 24' MIN. AT THE FIRST STORY OF
TWO STORY BUILDIN65.
9. ALL HOLDOWN5 SHALL BE INSTALLED
ACcORDIN6 TO THE MANUFACTURERS
SPECIFICATION, INCLUDIN6 CORNER
STHDSTRAP T7E
H LO DOWNS
NEW!The STHD is an embedded strap tie holdown
with higher load capacity than the HPAHD.The staggered NAILED
nail pattern helps to minimize splitting. PORTION
FEATURES:■The strap nailing pattern allows for nailing4xPOST_ • .
SIMILAR
to the edges of double 2x's. Nails are
• A slot below the embedment line allows for countersunk
Increased front to back concrete bond and for a low profile
reduced spatting. strap surface
• Strap nail slots are countersunk to provide a ONE 04
lower Hall head profile. REBAR INSHEAR CONE
■ Rim joist models accommodate up to a 17" { 12'MIN
REBAR LENGTH D
clear span without any loss of strap nailing. z
■ Coined edges ensure safe handling. ONE 14 n
MATERIAL: LSTHD8, LSTHD8RJ-14 ga,all others-12 ga. REBAIR IN SHEAR CONE _
• O
FINISH: Galvanized LENGTH 1 h'MIN. 112'MIN.
1
' r
en t °FROM REBAR//{{ -' `30' Cn
INSTALLATION:■Use all specified fasteners.See Gen. Notes. CORNER LENGTH MIN.REBAR
■ Where fewer fasteners are used in the structural LENGTH
wood member,reduce loads according to the code. Typical STHDI4RJ L ts�°
■ Unless otherwise noted,do NOT install where: Rim Joist Installation L
(a)a horizontal cold joint exists within the embedment
depth between the slab and foundation wall or footing Typical STHD
beneath,unless provisions are made to transfer the load, Corner Installation
or the slab is designed to resist the load imposed by Y with 3-2x studs
the anchor;or
(b)slabs are poured over concrete block foundation walls. —V
■ To get the full table load, the min.center-to-center EMBEDMENT
spacing is twice the embedment depth when resisting LINE j
tension loads at the same time. STHD
FOUNDATION CORNERS:Nail quantities may be reduced Patent Ile
for less than Is corner distance design loads—use the code Pending 2x
allowable loads for fasteners in shear. t EMBEDMENT
LENGTH
f 3'1 .17 MIN.
REBAR
Strap Length Avg Allowable Loads(133 8160) LENGTH
Model No. Min (L) ult 0 Edge Distance
Standard/Rim Joist Stem I. '..-Nails 2000
Wall 'Sid Rim Joist 3.. .y{.Y?T_a{...'Psi 1 + ^
1 1{" +
j Model Model 6 4" I.
2000 psi Concrete 2500 psi Concrete 3000 psi Concrete
LSTHD8/ 5 'LSTH D8 RJ 6 21 / /35 8W
a enker 5 918 1 695 1695 1695 1825 1825 1825 1950 1950 1950
STH08/STHD8RJ 6 215/e 35'/. 8nker 7167 1760 2050 2345 1950 2210 2385 2135 2370 2425
STHD101STHDIORJ 6 231/a 365/s 10ker 10555 2035 2575 3185 2610 2880ig
3185 3185 3185 °
STHD14/STHDI4RJ 6 31% 395/a 14ker 15080 3235 4220 4805 3800 42954365 4365 4805
s LSTHD8/LSTHD8RJ 8 215/8 35'/s 8 ker 5918 1695 1695 1695 1825 1825 2335 1950 11950 2975 Typical
STHD8/STHD8RJ 8 215ie 35'/s 8 ker 7577 2370 2370 3195 2370 2370 3195 2370 ! 2370 ! 3195 STHD Edge
Installation
STHDIO/STHD10RJ 8 231/s 365/8 10 28-16d sinker 11780 2745 2745 3725 2990 2990 3725 1 3230 13230 3725
STHDta/STHOt4fT1 8 315ia 395/8 14 38-16d sinker 17453 3885 4430 5785 4160 4430 5785 4430 1 4430 5785
1.'RJ'after the model indicates STHDs for nm joist applications,e.g.STHD8RJ. 4.For two pour with 4^slab or
2.STHDI4RJ requires 30.16d sinkers,with the I.load at 133%of 4960 lbs. less,install STHD14 and use
3 1 Od commons or 12d common nails may be used with no load reduction. STHD10 loads. de
'n
ADDITIONAL ANCHOR DESIGNS °
°
3 See SSTB,page 17.Anchor types shown are made by others Anchor Type A I e T
and used with Simpson Strong-Tie'holdowns.The design L-Bolt.Bend without b 4d ✓ °
engineer may specify an alternate anchorage system, cracking outside of le de
provided the anchor diameter is the same. See the Prestressed bend portion
y Concrete Institute Design Handbook(Edition 3),Section 6.5.2. Place a4 rebar 3^to ,
5"from the top center
of the foundation. I
Dimensions Minimum Allowable' —8 2IC MIN
Anchor° Concrete Tension
Type D Min la Min d. End Strength Load 1.Allowable tension load is for earthquake loading;reduce to 88%for wind loading. Anchor Type B
4�� Dist (Psi) (133) 2.Anchor embedment length is based on a single-pour concrete foundation. Hex-Heed Bolt.
— Double pour foundation systems,masonry walls and masonry footings must Design loads for Anchor
A 1 36 1 25/. j 5 1 2500 9795 be evaluated by the designer. Type B are calculated
3.Anchor bolt 8 must be ASTM A307;anchor bolt A must be A36 steel or Dener using a full sheer cone.
A 1'i. 36 2� 5 2500 12900 4.Spacing between anchors is 21.min.for anchors acting in tension at the same time. Multiple reductions must
B 1 8 8 8 1 3000 13380 5.'A'bolt minimum end distance Is for comer with 12^return only(similar to be taken for corner and
edge distance conditions.
SSTB2,see Typical Rebar Placement,Comer Installation).Otherwise,
B 1 /. 20 20 20 3000 15305 minimum end distance is le for the full table load.
21
in►-1D/HPAHD HOLD0%WS ' e
Min Fasteners Allowable Uplift Loads
MNoel Stem Nell$ Bona Ulltt (133) (160) 1.HPAHD22 may be embedded SINGLE POUR
Oty
Width 4"into the slab and 6"into Dia Nails Bogs Nails Bolts the 8"stemwall beneath for a
EDGE INSTALLATION-2500 PSI CONCRETE maximum load of 2810lbs.at
SINGLE POUR (see Installation 1) 8"min from comer 8"minimum from the closest Installation 1 ;f-
comer,and 1200 lbs.at
6 12*31/220 2205 1855 2205 2205 from the closest comer Typical HPAHD
PAHD42 (similar to installation 4). Single Pour
8 1613 2945 1855 2945 2225 2.TYPICAL INSTALLATION: Edge Installation
6 1200 2270 — 2725 — The minimum concrete
D 1600 3000 3000 3000 3000 compression strength is v Z
2500 psi.For 2000 psi, 2xEMBEDMENT6 12- 00 2270 — 2725 — calculate loads at 0.89 of LENGTH+12'MIN. C7
the table allowable loads. REBAR LENGTH _
20-16d 4 1/2 11000 3665 3035 3665 3640 CORNER INSTALLATION:
6 16-16d 4 10667 3180 3245 3335 3335 The minimum concrete C!3
8 21-16d 4 '/ 16203 4170 3245 5005 3895 0 repression strength is
2 2000 psi.No load reduction
DOUBLE POUR (see installation 4) 8"man from comer is allowed.
3.Allowable loads have been 4f1�
(PAHD42 6 12-16d 2 Y2 6620 2205 1755 2205 2105 increased 33%and 600%for
8 12-16d 2 1/2 1 9613 2255 11755 12705 12105 earthquake or wind loading
with no further increase
MPAHD 6 16-16d 3 '/2 10000 13000 12480 13000 12975 allowed.
8 20-16d 3 1/2 111000 13665 12480 13665 12975 4.16d sinkers(9 ga x 31/41 Installation 2
6 16 16d 3 1 '/2 10667 3180 2445 3335 2935 or 10d commons may be Typical HPAHD
HPAHD22 substituted for spec Single Pour
8 19-16d 3 1/2 16203 3775 2445 4530 2935 16d commons at 0.85 of 9
table loads. Corner and ONE#4
HPAHD22 2P 6 16-16d — — 10667 3180 — 3335 — 5.Minimum nail end distance Endwall SRESAR HEAR IN
8 23-16d — — 16203 4570 — CONE
5160 — to prevent splitting is 10x Insjpllation Z 12'MIN.
CORNER INSTALLATION-2000 PSI CONCRETE the nail diameter,or 15/0" ' REBAR
for 16d nails. LENGTH
SINGLE POUR (see installation 2 6 3) 'J"min from comer 6.Calculate the loads using
PAHD42 6 7-16d 2 1/2 3763 920 920 920 920 straight line interpolation for
8 8-16d 2 '/ 4345 1050 1050 1050 1050 comer distances between
2 /2 and 8'.
6 �L-16clo — — 3500 855 — 855 — 7.Minimum lumber thickness CORNER
6 16d 2 '/2 3500 855 855 855 855 for bolt allowable loads is � 1 DISTANCE
MPAHD >r 21/2'for proper embedment FAW EDGE 1 8 10-16d — — 5707 1695 1 — 1695 — of bolt into the wood 30'MIN. OF CORNER
10-16d 3 '/2 57071 16951 1695 1 1695 16951 member,reduce allowable REBAR LENGTH
7-16d° — — 5610 1315 — 113151 — load according to the code
6 for lesser lumber thicknesses.
HPAHD22 9-16d 3 1/2 5610 13151 13151 1315113151 8.Optional fastener holes are
10-16d° — — 7452 1985 — 120301 — provided on selected products. Installation 3
8 11-16d 3 1/2 7452 2030 2030 2030 2030 Becauselheprodua Typical HPAHD
limited by the concrete YP
DOUBLE POUR (see Installation 5) Ii1 min from comer foundatbn,you may not Single Pour NAILED
need to install optional Rim Joist PORTION
8 7-16d 2 Y2 3763 920 920 920 920 fasteners. voRnoN
PAHD42 1 9.Rim joist application;see Installation
8 8-16d 2 /2 4345 1050 105011 1050 Installation 3 for comer
MPAHD 6 6-16d 2 1/2 3500 855 855 855 855 condition.
8 10-16d 3 1/2 5707 16951 1695 1695 1695
HPAHD22 6 9-16d 3 1/2 5610 1315 1315 1315 1315 4 5 113%
8 11-16d 3 1/2 74521203012030 2030 2030
HPAHD22.2P 6 12-16d — — 7452 2030 — 2030 —
8 12-16d — — 74521 2030 1 120301 • ,MIN. ONE N4
f CppNER IN gEBAR
SHEAR
DOUBLE POUR CONE
or PIP
Installation 4 r
Typical 4,s�
HPAHD22-2P
,•s Double Pour
Edge Installation '
Unless otherwise
noted,all others CO Installation 5
must be Installed with WADI
the bend embedment �O"+ED E cE Typical HPAHD
or
line at the cold joint AMP°o Double Pour
Sit Io1''LL bounden one slab and RNEA Comer Installation
23
ASAL
�y UFP . INDATION PLATE
Patent N0_1
Pending The UFP10 Retrofit Foundation Plate cuts installation time
UFP10 in halfl Designed to connect when the mudsili is offset from the
e Installed foundation up to 21/2"or extended beyond the foundation up
.► r 1 ,. on a Straight to 1/2".UFP may be used in place of FA, HFA and FAP.
' Foundation with
r • <. Offset Mudsill MATERIAL: 14 gauge FINISH:Galvanized
INSTALLATION:■Use all specified fasteners;see Gen. Notes
■ Loads are based on Simpson's SDS'/4X3 screw's
allowable shear values.Alternate lag screws will not
r achieve published loads.
4 ■ See Epoxy-Tie-and RFB for tested,load-rated
tW. epoxies and retrofit bolts.
oC,� � • 1 CODE:City of L.A.No. RR 25281.
O' s •''C pye'MAX x
r=`
Max.Spacing to Fasteners Allowable Load
I, J, •. pyr' 'Model .replace Anchor Bolt Anchor Bolt Parallel
°" 20'MAX. .,:,. .,No... �h"or$/$"dla. Ot Dia Plate to Plate(133)
UFP10 . ' ^ •` UFP10 r •° UFP10 6' 2 '/" 5-SDS'/,X3 1340
installed on a installed on a ° °
---- Trapezoid Foundation ,Q 1.Allowable loads have been increased 33/°for earthquake or vend loading,with
Straight Foundation no further increase allowed.Reduce where other load durations apply.
2.The retrofit bolt RFB14x7 with Epoxy-Tie embedded 41/4"or equivalent'12"x 4'.,"
W mechanical anchor bolt embedded 21h"may be used for the anchonng system
°a 3.Each anchor bolt requires a standard cut washer.
y
f'• 13/4"
0
6" LTi'/M1T/HT[ TENSION
51/4' l`�" NEW The HTT16 provides intermediate uplift loads when
" 1Y4" 3" �� HTT22 loads are not required.
6 o'o Tension Ties are ideal for retrofit or new construction and
j ; provide post-pour,concrete-to-wood connections.
1'/'� The HTT22 is a single-piece formed tension tie—no rivets,
L and a 4-ply formed seat which won't unfold during loading. No
TYP washers required.The LTT19 Light Tension Tie is designed for 2x
joists or purlins and the LTT20B is for nail-or bolt-on applications.
2y8" 5"/,a' 21/4' The 3"nail spacing makes the LTT20B suitable for wood I-joists
°•° LOAD if 10dx11/2"nails are substituted for the specified 16d's. Use the
O LOAD PRATE FER 2, �.
Yo�cgC, IN„ HTT16 M17288 Medium Tension Tie for heavier connections.
•, TRANSFER 4ye" NOT U.S.U.S.Patent The LTT131 is designed for wood chord open web truss
: PLATE REO.O LTT20B 5,467,570 attachments to concrete or masonry walls.
WASHER HTT22
NOT MATERIAL:See table
6�" 3S REOro U.S.Patent U.S.Patent
INSTALLATION:■Use all specified 1 . MTT28B FINISH:Galvanized.MT728B may be ordered HDG;check factory.
5,467,570 ecified fasteners. See General Notes.
'
_.�p3/4. 4,744,192 '.:•';r•; �, '.� ■ Use the specified number and type of nails to attach Z
LTTI31 '' ' �.';' the strap portion to the bottom or side of purlin or >
s ° beam(minimum 4x width(2-2x4 or 4x4),except LTT19). <
Bolt the base to the wall or foundation with a suitable 2
anchor;see table for the required bolt diameter.
° • •' s ■ The HTT22 can have a maximum offset of 2"from
d Tyypical s the stud face to the centerline of the anchor bolt. Z
LTT19 .4.;' ■ Do not install LTT,MTT tension ties raised off the muds;[!
Installation ■ See Epoxy-Tie Adhesive System,page 14 for tested, z
(LTT20B Typical LTTI31 load-rated epoxies for anchor bolt options.
similar) In CODES: BOCA,ICBO,SBCCI No.NER-393(LTT and MTT288: g
City of LA No.RR 24818(LTT series and MTT28B).
x
Material Deflection =
Dimensions Fasteners Allowable Tension Loads =
Model (Ga) .. Avg al Highest
No._,.; Bolts Ult (133) (160) Allowable
Anchor Tension Design
Strap Plate W' L C� NAILS 9
Bolts pty Dia Nails Bolts Nalls Bolts Load c
Typical °o L719 16 3 13/, 191/e 13/8 3/4 8-16d SINKERS — — 4250 1205 — 1350 — 1 0.107
HTT22 QP LTT20B'J 12 3 2 193/4 1% 1/2,5/e or 3/4 10-16d 2 1/2 8733 1750 1220 1750 14601 0.164
Installation °Q I1_7131 18 3 33/4 31 1% % 18-10dx11/2 — — 7807 1805 — 1805 — 0.125
as a ° HTT16 11 — 21/2 '16' 1% % 18-16d - — — 13150 3480 — 4175 — 0.037
Holdown t' H722 11 — 21/2 22 13/e 5/e 32-16d SINKERS — — 13150 5250 — 5260 — 1 0.087
MTT2813 12 7 214e 27 15/e S/e or 3/, 24-16d 4 1/2 — 4455 2150 4455 27251 0.125
1 Allowable loads for HTT are based on the lower of the 1991 NDS 6.See HDA for deflection at highest allowable design load definition
fastener values or the ultimate load on a steel test jig divided by 2.5. 7.It a'/2"or 5/e"anchor bolt is used for the LTT20B,add a standad
2.16d sinkers(9 ga x 31/4 )or 10d commons may be substituted cut washer to the seat.No additional washer is required for a
for the specified 16d commons at 0.85 of the table loads. 3/,"anchor bolt.See table for appropriate anchor bolt sizes.
3.The designer must specify anchor bolt type,length and embedment. 8.HTT Holdown installed off the mudsill have a reduced load
4.Allowable loads have been increased 33%and 50%for (5190 Ibs for HTT22,4175 Ibs for H716)and may have larger
24 earthquake or wind loading with no further increase allowed. deflection values.
5.Bolt values are based on a minimum lumber thickness of 11/2".
/2
31
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I�
KFP ANCHOR BOLT
ANCHOR BOLT HOLDERS
�ocure the SSTB to the formboard before the concrete pour with a
onkey Paw Bolt Holder.The MKP offers significant savings over plywood
o'2xwood holders. Use the MKP5/8 to install the SSTB16,20 and 24;
KP7/e for SSTB28,34 and 36;other sizes fit commonly-used anchor bolts.
SPECIAL FEATURES:■The MKP may be used several times.
f`> ■ Staallizes bolt by providing three-point support against lateral
=t•,' concrete pressure.
Tf4,;,'r.. ■ Alignment arrows(left or right)match the SSTB bolt head arrow.
z ■ Stamped for 2x4 or 2x6 mudsill placement. MKP5/a
• No nut required to hold bolt in place. (other sizes similar) ;
■ When removed,the MKP cleans the bolt thread of concrete. Patent Pending �}
MATERIAL:MKPI/Z,MKP5/a,MKP3/4-16 gauge;all others-14 gauge �
FINISH:Galvanizedcc
�; p
INSTALLATION:■Attach SSTB to the MKP.Line up MKP arrows with MKP attached to vy
SSTB bolt head arrows for diagonal installation at approximately formboard with SSTBCC
45°from the wall. In position before V,A
■ Align bottom tab of MKP with concrete pour AHi
9 (4fode; ,Bolt+���Iudsill� •
SSTB embedment line. Noti ;�a' bie-.•,,Size
■ Use 2x4 or 2x6 notches to match MKP1/2 '42
the mudsill size. MKP% %
■ Attach the MKP to the formboard
using duplex nails. MKP3/4 3/4 2x4
■ After concrete pour,allow concrete MKP?/8 7/° 2x6
to cure.Remove the MKP by MKP1 1
squeezing the top and bottom MKP1Y4 1'/° L
together,lifting and twisting off.
MKP11/4 1114
BP Bp BEARING
PLATES BP(LBP similar) LBPS
Bearing Plates give greater •,tnModel f,¢Th1.ick-t -Dlmenslohs� Aolta Typical BPs
bearing surface than standard cut No,Y nee s :yy_FZ. ..�. Dla• Installed with
washers,and help distribute the LBP Y2 y/e, 2 2 , a H ailed BP
load at these critical connections.
BP Bearing Plates are designed LBP s/° °/e. 2 2 % BP ti and SSTB
to meet City of Los Angeles I9PFY n0/ 3 ",• y'i ' Anchor Bolt
requirements for sill plate �gpg's �a o�;; ,3 ,sf► "a�>• 7•
anchors and holdown , � 3 MINIMUM a #4
stud anchors. BF/z /ie 2 2 /2 EMBEDMENT REBAR
MATERIAL:See table
BP% 1/4 21/2 21/2 %
� " �FINISH:LBP—galvanized;BP—none W
INSTALLATION:See General Notes
o °
oRETROFIT Typical BP Installation
BOLTS with a Mudslll Anchor Bolt
N
19 RFBs are pre-cut threaded rod,supplied „ ,
Min Min
with nut and washer.May be ordered in bulk. Model Stud;Embedm.; Compatible
Use with the Epoxy Tie to anchor connectorst-N� ��j yDePth' ;Dlrs 1`Dlat, Products
o in existing concrete and masonry.Offers a
U complete engineered anchoring system when RFB#4X5 5 1/2 31/2 13/4 13/4 AB44,46,66,44R,46R,66R;
eABA44,44R;ABE44,44R
used with the Epoxy-Fie'.Ins action is easy;P Y. 1
the bolt head is stamped with rod length RFB#4X6 6 1/2 41/4 1 3/4 13/4 FA6,8;HFA6,8;FAP;FJA;FSA
and"No Equal"symbol for identification RFB#4X7 7 1/2 41/4 31/4 31/4 1-1720B,UFP10
a after installation.
■ RFB#4X10 10 1/2 41/4 31/ 13/ 1 "Dia.anchor bolts
4
" MATERIAL:A307 ` `
a
FINISH:Zinc-plated a fit, sP ''ABA46 6fi 48R 66R;ABE46,
INSTALLATION:■Request T-SSTBHD gFB#5X6' 3 s 66,4 6R.- a
for installation information. '3, r . 3-4
■ See chart for size required and RFB#5X16"r't6 HD2A 5A;HTT22,PHD2'PHDS RFB
compatible Simpson products. RFB#6X10.5 10 3/4 L1719;M7728B
1.Maximum anchor load is 4040 lbs. 2.Dimensions based on 2000 psi concrete.
19
H['i sr AND
„w H, ILANE TIES
• � \5f/� ��9�16 I
f
3ij-�lsjb ff,e' NEWI The H11Z attaches a 3x rafter or ceiling joist to top
plates.Formed in Z-Max for extra corrosion resistance.
The H connector series provides wind and seismic ties for
trusses and rafters.
h H10 and H1OR provide uplift and lateral load resistance
511116 parallel and perpendicular to the top plates.Optional positive
angle nailing connects shear blocking to rafter.Slot allows
t
field-bending;bend one time only.
The H10-2 attaches a 2-ply rafter or a rafter and ceiling
H 1 / 'y 1■/,e" joist to the top plates.The H15 attaches over the heel of the
H2.5 rafter or truss directly to the stud below•at pitches from 0:12
H2 to 7:12.
MATERIAL:See table
FINISH:Galvanized;H11Z-Z-MAX.Other models available in
stainless steel or Z-MAX;see Corrosion-Resistance,pg 5.
f„ o INSTALLATION:■Use all specified fasteners.See General
4W' Notes.
se" ■ The H1 can be installed with flanges facing outwards
4 / 12j;• z (reverse of illustration#1).When installed inside a
wall,a birdsmouth cut is required.
2
i a /-" ■ H2.5,H3,H4,and H5 ties are shipped in equal
H4 V quantities of separate rights and lefts.
U.S.Patent H5 ■ Bend the H7 over the top of the truss. Install a
H3 4,714,372 U.S.Patent minimum of four 8d nails into the truss,including
4,714,372 two into the side of the truss.
�_f•-2v;-{ ■ Hurricane Ties do not replace solid blocking.
CODES:BOCA, ICBO,SBCCI Nos.NER-422,NER-393.
NER-499;Dade County, FL No.96-0719.10;City of
L.A.No.RR 24818(except H11).
V
Fasteners Allowable Loads'.' Uplift
1 _ Model Uplift uplift Lateral(1331160) Load with
No. Ga To To To g 8&1 h
19�i6" c Rafter Plates Studs Ult (133) ( 660) Fr F2 (13Nails
&160),
H1 18 6.8dx1Y2 4-8d - 19581490 585 485 . 165 I 455
t H2 18 5-8d 5-8d 1040 335 335 335
H2.5 18 5.6d 5-8d - 1300 415 415 150 150 415
H3 18 4-8d 4.8d 1433 455 455 125 160 415
r H4 20 4.8d 4.8d - 11441360 360 165 160 I 360
60" I H5 18 4.8d 4-8d 14851. 455 465 . 115 200 455
H6 16 - 8-8d 8.8d 3983 915 950 650
H7 16 4-Bd 2.8d 8.8d 2991 930 985 400
H6 H10 18 8.8dx1'/2 8-8dx11/2 - 2967 905 915 585 525 -
H10R 18 8-8dx11/2 MA - 2967 905 915 585 525
H7 H10.2 18 6•10d 6-10d - 2447 760 760 455 395
Ihi1
3i H11Z 18 6-16dx2r/2 6-16dx21/2 - 5097 830 1 830 525 760
H15 16 4.10dx11/2 4-10dx1'/2 12•10dxl1/2 6070 1300 1300 480 - -
HtOP•t+1, hHlOq■7 OPT -
2'� FOUR �1 H15.2 16 4.10*11/2 4.10dxl'/2 12.10dxl'/2 6070 1300 1300 480 -
DOUBL
1.Loads have been increased 33%and 60%for earth- 3.Allowable uplift load for the H4 stud to bonor' y
NAJt quake or wind loading;no further increase allowed. plate installation is 315 Ibs;400 Ibs for H2.5
HOLES 2.Allowable bads are for one anchor.A minimum 4.When cross-grain bending or cross-grain tension _
13�" „` rafter thickness of 2'/2"must be used when framing cannot be avoided,mechanical reinforcement
1 anchors are Installed on each side of the joist and to resist all such forces should be considered
on the same side of the plate. o
c
� H10
"U 1"
(H10R similar) H 11 Z
i U.S.Patents 4,291,996; Z-MAX Triple
, . ;Canada Patent
1 1 Zinc Coated i
,rp ,193193,41418;other
Patent Pending 3• I
VA-
H 15 H10_2
60 (15-2 similar)
y
SEISMIC AND
HURRICANE TIES
+
° o ° 5H10
••o
+ °
O O O Installation
H1 Installation H2.5 Installation H3 Installation (H2.5 similar)
(can eliminate H2 Installation (see footnote 3)
costly rafter notching)
H6 Stud to
Band Joist °
• F�� Installation ,' Use amimmu
,�.
of two 8d nads_—
�1 IhiS Side 01 INSS
� .
I e (total lour 8d
r H6 Stud nails into
� to Topt truss)
O .i Plate
Installation
s H4Installation H5lnstallation
i
L
r
r r
J.
Two 8d na:s
0 13 Into otales
H15 �'�e u:,snic
• -' Installation 10 s:uos
F . H7 Installation
F+
r Fp
11 H10Installation 12 H10-2Installation r _
(H11Z similar) WN Trva �m
ENtign F� •.3 LTS12
r (other sizes
TWIST and
LTS/MTS STRAPS Simi a)S
10 r;r
zz NEW!The MTS30 is new size strap—this 30"strap allows for G••
fmore flexible Installation options.
0 Twist straps provide a tension connection between two wood MTS30
w members.They are an economical way to resist uplift at the heel
of a truss. The 3"bend section eliminates interference at the
otransition points between wood members.
a: MATERIAL:MTS-16 gauge; LTS-18 gauge
z FINISH: Galvanized.Some products available in stainless
steel and Z-MAX;see Corrosion-Resistance,page 5.
y INSTALLATION: Use all specified fasteners.See Gen. Notes. 1 y
CODES: BOCA, ICBO,SBCCI NER-413; Dade County, '•
FL 93.0302.12.93-0824.07.
Fasteners, Allowable Loads'
0 Model L Avg 10d 10fit1+h
J No. 10d 10dx1'h" Ott =
(133f160) (133) (160) 5 TyyPical �
g LTS12 12 : 12.10d'12-10dxi',2 i 2383 ' 775 720 720 A M7S30 �`il
e Installation
u LTS16 16! 12-10d 12-10dx1'/z 2383 775 720 720 4/jnJ10
LTS18 18 1 12.10d 112.10dxl1/21 2383 775 720 720
LTS20 20 �i 12.10d;12-10dx1',z 2383 775 720 720
y® VTS12 12 14.10d 14.10dx1 1/2 3116 1000 840 1000 1.LTS12 thru LTS20 and MTS16 thru •
MTS16 16 14.1 Od 14-10dx1'i2 3116 1000 840 1000 MTS30 have additional nail holes.
2.Install half of the fasteners on each ,r
WTS18 j 18 14-10d 14.10dx11/, 3116 1000 840 1000 end of strap to achieve full bads. MTS Installation
MTS20I 20 14-tOd 14-10dx1'/z 3116 1000 840 1000 3.Loads have been increased33% 1'," as a Truss-to-TopPlate Tie
and 60 k for earthquake or wind
MTS30 30 14.10d — 2667 835 — — loading;no further increase allowed.
61
RIGID
RTC CONNECTORS
ORS
• 2'1Y'
The RTC series secures two wood members forming a 90° RTC42 2'
corner to a vertical post.The RTC42 and RTC44 are heavy-duty U.S.Patent
structural connectors. Based on loads of 40 Ibs per sq ft,a 10'x 5,399,044
10'deck can be built using 2x8 joists and 4 RTC42s. See table. (RTC24 similar,
RTB—a bracket for intersecting 2x members. FWH and U.S.Patent 5,259,685) 7'�
i FWL--4 way connectors for 2x members with bendable flanges. „
RTA--connects two 2x wood members at a 90°angle. V -
RTF--connects two members in a"pass-through"application.
MATERIAL: RTC44-14 ga; RTA2-16 ga;all others—18 ga
S FINISH: Galvanized
INSTALLATION:■Use all specified fasteners. See ® .
General Notes.
■ Install vertical members first, then attach horizontal A ♦
members for easier alignment. !. w RTA2
f • Seat wood member in bracket with a C-clamp before a Installation
r securing to aid positioning and prevent skewing. RTC44
• Always follow manufacturer's instructions when Installation
usingpower I
po a tools and building equipment.
U.S.Patent
CODE: BOCA, IC80, SBCCI No.NER-421 (RTC models). 5,372,448
jFasteners R otal) Allowable
II Model I Post Joist Doom Downloads'
No. Size Size Avg Floor Roof
Post ,Joist Ult.: m
100 125
l FWL2 2x 2x 4-SD8X1.25 4-SD8X1.25 6
FWH2 2x 2x 8-SD8X1.25 8-SD8X1.25 — — — ° e
RTA2 2x 2x 4-SD8X1.25 RTF2 r
RTA4 4x 4x 7-SD8X1.25 5-SD8X1.25 — — Installation
RTB22 2x 2x 4-SD8X1.25 4-SD8X1.25 — — —
RTC24 2x4 2x 9-SD8X1.25 11-SD8X1.25 3250 680 850
4x4 2x 14-SD8X1.25 8-SDSX1.25 7583 985 1230 RT822
RTC42 ! 4x4 2x 14.16d SINKERS 8-10dx1'/Z 7667 1445 1805 Installation
4x4 2x 14-16d 8-10dx1'/2 7667 1730 2160
RTC44 4x4 4x 14-16d SINKERS 15-16d SINKERS 9500 1580 1980
4x4 4x 14-16d 15.16d 9500 1875 2345
RTF2 2x 2x 4-SD8X1.25 8-SD8X1.25 — — —
RTT22 2x 2x 3-SD8X1.25 I 7SD8X125 — — RTT
1.Allowable bads must be equally distributed U.S.Patent
on both joists.Loads are for Doug Fir-Larch. ending
.
Model Dimensions Number of
i No. yy L Nall Holes
i TIE TP15 113/1e 5 13
a TP/TPA PLATES TPA37 3'/2 7 32 FWH2
f Installation
TPs are nail-on tie plates. TPA39 >3�/2, .,9;;' 41- TP
w TPAs are flanged for TP35 •3'� -'i5;'s•, 23 j'~:
added support. TP37 3'/a 7 32
MATERIAL:20 gauge TP39 3'/8 1 9 41
y FINISH:Galvanized TP311•_':`•3'/a" ,'1f.sr ?,i"50 ''. TPA
Z INSTALLATION: 24L;,,414�!`{�5•A^+':+30"SF � �
Holes are sized for TP47 4'/8 7 42
8d common or TP49 41/8 9 54 L y
8dx11/2"nails. 7411 41/8- i,1A1•Sli tl:,'66:, , '4
ra TP57? 53/4 7.,: 60
TPA57 5 7 49
i,
U
O
MPMENDING
PLATES
m�
a versatile and easy-to-use mending plates for wood-to-wood +
L) �®
connections.No nails or notching of wood required.
For non-structural applications only;not for truss applications.
V�
MATERIAL:20 gauge \
FINISH:Galvanized Model Dimensions
INSTALLATION:■Place plate over No... W.. L I MP36
two pieces of aligned wood MP14 1 4 (other sizes ►d
r with arrows aligned at joint. ,2,.^ .r.4 similar)
Hammer the plate to embed MP24 "`-
the prongs. MP36 3 6 Typical MID
Installation 65
TABLE•23-II-13-1 NAILING`SCHEDULE tconrinuedl
----� "lfi Wood svuctural panels and particleboard' -
onnt:ctron Nailing - subfloor and wall sheathing (to frarnengl
Joist to sill --�or ,ude; -
r, toenail 3-Rd
_--- ----- -- _...___.. _ _ -__ - --------- ---- ---- -- ''/v' and less 6d'
Bridging to joist, toenail each end..- - - _ .- _ -- -------.-----.-__-_ _---_-2-8d - 19l32" '/.' R
7/8'
i 1"x 6" subfloor or less to each joist. face nail 2-8d 1" 8d or 8d'
Wider than 1'x 6" subfloor to each joist, face nail 3-8d Combination subfloor underlayment Ito framing):
2' subfloor to joist or girder, blind and face nail _ 2-16d �' and less '
;. Sole plate to joist or blocking, typical face nail 16d at 16" o/c. 7/8.1" 8d6
Sole plate to joist or blocking, at braced_ wall panels _ 3-16d per 16" 1/81 - 1 Y. IOd'or 8d'
_T_ op plate to stud, end nail _ m --" -- " -
_ _ 27. Panel siding (to Framgl I
1. Stud to sole plate 4-8d, toenail or 2-16d, end nail `/," or less
). Double studs, face nail 16d at 24'o.c. 5/8" 8
0. Doubled top plates, typical face nail 16d at 16'o.c.
Double top plates, lap splice 8-16d 28. Fiberboard sheathing:'
1 1. Blocking between joists or rafters to top plate, toenail 3-8d '/," No 1 1 ga it
12. Rim joist to top plate, toenail 8 at 6"o.c.
13. Top plates, laps and intersections, face nail 2-16d a 6d'
14. Continuous header, two pieces 16d at 16'o.c. along each edge No. 16 ga'
15. Ceiling joists to plate, toenail 3-8d 25/32" No. 11 ga*
16. Continuous header to stud, toenail 4-8d Sd'
17. Ceiling joists, laps over partitions, face nail 3-16d No. 16 ga °
18. Ceiling joists to parallel rafters, face nail 3-16d ----- ___
19. Rafter to plate, toenail 3.8d 29. Interior paneling
20. 1" brace to each stud and plate, face nail 2-8d '% 4d1a
21. 1"x 8" sheathing or less to each bearing, face nail 2-8d
22. Wider than 1"X 8" sheathing or less to each bearing, face nail 3-8d 3/8' 6-d"
23. Built-up corner studs 16d at 24'o.c. - —
?4. Built-up girder and beams 20d at 32'o.c. at top and bottom and staggered 2-20d 'Common or box nails may be used except where otherwise stated.
at ends and at each splice 'Nails spaced at 6 inches on renter at edges. 12 inches at intermediate supports except 6 inches at all
t5. 2" Planks 2.16d at each bearin supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard
(Continue at top o/next column/ diaphragm walls,refer to Section 2315 3 and 2315 4. Nails for wall sheathing may be common, box
casing.
'Common or deformed shank.
'Common.
'Deformed shank.
'Corrosion resistant sobng or casing nails confunning to the requirements of Section 2304.3.
'Fasteners spaced 3 inches on center at vo,-oor edges erect 6 im-hes on Center at intermediate supports
°Corrosion resistant roofing nails with 7/16 era h d-arneter head and 1 1S inch length for Ys inch sheathing and
1 Y. inch length for 25/32 arch sheathing c.n',formrng to the requirements of Sechon2304.3.
°Corrosion resistant staples with nominal 71 6 inch crown and 1 118 inch length for 14 inch sheathing and .
11/2 inch length for 25/32 inch sheathing conforming to the requirements of Section 2304.3.
O Panel supports at 16 inches. (20 inches if strength axis in the long direction of the panel,unless otherwise
marked) Casing or finish n.uls spaced 6 rnr he%on panel edges. 12 inches at Intermediate supports
"Panel supports at 24 not hw. Casing of fmr,h reads spaced 6 inches on panel edges, 12 inches at unte(nif—& t-,
supports.
NAILS
Strong-Tie nails and structural fasteners have been developed TO ORDER: Display Packages-available for N8D and
as the optimum fasteners for connector products. Special lengths N10D nails(see photos).
afford economy of purchase and installation,and depth compatibility To order,specify
with framing members. Nail specifications include head size, N8D MSTR CTN-25 display packs of 150 N8 nails.
thickness. steel and shank design,and point configuration to N10D MSTR CTN-25 display packs of 150 N10 nails.
ensure conformity to published values. N1OD5 MSTR CTN-6 display packs of 600 N10 nails
For pneumatic nail use.see Instructions to the Installer, pg 7 501b Bulk Boxes-available for N8. N10 and N16 nails.
COMPARABLE SIZES. SSN8=N8;SS8D=8d common;
SSN10=N10: SS10D= 1 Od common;SS16D= 16d common
SS16D 16d sinker SS100 N54A N16 SS8D N20AN N20A N10 N8 SSN8 SSN10
7 tl
l
)
.I
t
Nail identification Ss°H°
(10d common +soli,
on N8 and N10 >
similar,not �``•.'.b`t• � •. �
(not made by nail heads "ry / , 01
made by son)Simp m
Simpson) f G
® On all stainless
steel nail heads
> N8 box N10 box
Z
a
a
2
O
Doug Fir•LarchtSo.Pine Spruce-Pine-Fir
Metric Fasteners Allowable Loads' ' Allowable Loads' f
Model
co Description Equivalent Finish' per
p N0' (mm) CWT Light Gauge 3 Gauge Light Gauge 3 Gauge
Shear Shear Shear Shear
z (100) Gauge (100) (100) Gauge (100)
o IN8 (8d)1014 ga x 1 12'Smooth shank 3.3 x 38.1 ; HDG 15200 86 14 105 74 16 1 90 1. Allowable loads are based on
a the 1991 NDS.Adjustments
SSN8 (8d)0.131 x 1 12'Smooth shank 3.3 x 38.1 SS 15200 86 14 105 74 16 90 are made for use with meta!
SS8D (8d)0.131 x 2'/2'Smooth shank 3.3 x 63.5 SS 9400 92 20 131 80 18 ! 112 side plates.F.=45 ksi.Loads
under light gauge are for
SDU1.25 t8 x 1'/,'Wood Screw 4.1 x 31.7 EG 9925 76 18 - 65 18 - ruges listed through 22 gauge
AAllowable bads for gauges not
Q SDS'/,x3 '/i x 3'Wood screw 6.1 X 76.2 ZINC 2715 303 10 327 261 10 284 indicated must be calculated
c3 according to the code.Contact
rJ NIP (IOd)9 ga x 1'/2'Smooth shank 3.8 x 38.1 HDG 11900 92 14 112 79 16 97 factory for more details.
SSN10 (tOd)0.148 x 1'/2'Smooth shank 3.8 x 38.1 SS 12200 92 14 112 79 16 97 2. N16,N20,N20AN and N54A
fasteners may be ordered
SS10D (10d)0.148 x 3'Smooth shank 3.8 x 76.2 SS 6700 112 18 158 96 20 136 9aNamzed;sppeectiy EG;for
$ example N16EG.
N16 (I6d)8 ga x 21/2'Smooth shank 4.1 x 63.5 BRIGHT 6300 134 18 187 115 20 163 3. Metric equivalents are listed
by Diameter x Length
SS16D (16d)0.162 x 31/2'Smooth shank 4.1 x 88.9 SS 4400 134 18 187 115 20 163 4. EG=electrogalvanized.
N20AN ! (20d)0,192 x 2'/,'Annular ring 4.9 x 54.0 BRIGHT 5500 145 14 174 125 18 152 HDG=hole is steel.galvanized.
SS=stainless steel:
N20A (20d).192 x 12i,"Annular ring 4.9 x 44.5 BRIGHT 6300 119 14 140 103 18 122 Bright=no finish;
Zinc=Yellow zinc dichromate.
N54A .250 x 21/2'Annular ring 6A x 63.5 BRIGHT 2700 167 14 188 145 18 164 GV=Green vinyl.
1 Od common' (10d)0.148 z 3'Smooth shank 3.8 x 76.2 BRIGHT 67DO 112 18 158 96 20 136 5. A d a sinker,12d common
and a tOd common have the
16d sinker 0,148 x 3'/,'Smooth shank 3.8x8 7.6 GV 6100 ! 112 18 158 96 20 I 136 same load value as an SSIOD
A 16d common has the same
12d commonj 0.148 z 31/,'Smooth shank 3.8 x 87.6 BRIGHT 1 6100 j 112 18 158 96 20 136 load value as an SS16D.
9
PERMIT NO.:
MASON COUNTY
BUILDING PERMIT APPLICATION
426 W.Cedar/P.O.Box 186,Shelton,WA 98584
Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968
rAPPLICANT INFORMATION CONTRACTOR INFORMATION
Owner_ Contractor Name
Mailing Address Mailing Address
City _ State Zip Code City State Zip Code
Pl.one(___) Other Ph.( ) Ph.(_ Other Ph.�) _
Lien/Title Holder_ Contractor Reg. #
Address Expiration ! /
SEPTIC/WATER SYSTEM INFORMATION-Connect to New Septic Existing Septic Connect to Sewer
System Name of Sewer System Well Water System Name of
Water System
PARCEL INFORMATION-12 digit Tax Parcel No. 7 / 514 / Fire District
Legal Description LE, a c tale
Site Address(Please include street name, stre,�t number and city)
Directions to site ( ' ON 1 w A
Will timber be cut and sold in parcel preparation? (Yes/No)
Is your property within 200' of the following: Body of Water(Name) Saltwater A16
Lake River/Creek HO Pond dvlC, Wetland hl.&Seasonal Runoff N A Stream ^raSlopes or
Bluffs
PERMANENT RESIDENCE❑ SEASONAL RESIDENCE❑
TYPE OF JOB New Add Alt Repair Other Use of Building
Describe Work T„c 3 C u,A
f:
No. of Bedrooms�_No. of Bathrooms Q SQUARE FOOTAGE-1st Floor2nd Floor
3rd Floor U Loft Basements Deck U Other sq. ft.
�Garage��ttached Detached_(QACarport f,T.5 Attached U Detached ,'u
MOBILE HOME INFORMATION-Make Model ~- Model Year --
Length Width Serial No. No. of Bedrooms _.- No. of Bathrooms
Type of Heat Purchase Price $ Replacement Unit ?(Yes/No)
Installer Name Certification No.
NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF
CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the
information provided is accurate and grants employees of Mason County access to the above described property and structures for review and
inspection of this project. Acknowledgment of such is by signature below:
OWNER AFFIDAVIT-I certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-I certify that I am currently registered as a
Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am aware of the ordinance
requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this permit is issued and all work
conformance therewi h. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without
approva first obtaining approval.
Date./ X Date
FOR OFFICI USE BEYOND THIS POINT
Accepted by Date s 13 ubmittal Amount Due { I Receipt No. �3
1
DPARTMENTAI" REVIIIV APf'RQVEp DN1I~D CONDITION CORES
Building Department ,
Occ Group - i Type Constr. -
Planning Department
Environmental Health Department
Public Works Department
I
Fire Marshal
i
Valuation $
FEES
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbing&Base Fee Planning Review Fee
Mechanical &Base Fee Other
i
Wood/Gas/Pellet Stove Fee State Fee
Violation Fee f�` Pre-Paid at Submittal
TOTAL FEES
�f
4