HomeMy WebLinkAbout17823 31st Dr Ne_BLD1546_2026 (174 Z- SNOHOMISH
HEALTH DISTRICT
WWW.SNOHD.ORG Environmental Health Division
August 18, 2017 006213 000 07500
Property Tax Account Number
Nick & Maria Median
David & Maria Harmon
17823 31st Dr NE
Arlington, WA 98223
Subject: Snohomish Health District Clearance for a Building or Mobile Home Permit
Site Address: 17823 31 It Drive, Arlington
Dear Sir/Madam:
This is to inform you that the Snohomish Health District (Health District) Water and Wastewater Section
has received an application for a Building or Mobile Home Permit Clearance concerning your proposed
development project.
The Health District reviews construction permit requests to determine if the proposed project is in
compliance with applicable onsite sewage disposal regulations, and if required by the Building
Department, compliance with rules regarding an adequate water supply.
The Health District has determined that your proposed project does not under present conditions meet
the minimum requirements of Snohomish Health District Sanitary Code, Chapter 8.1 (WAC 246-272A)
and Snohomish Health District Sanitary Code, Chapter 8.1.2 for a building clearance for the following
reason(s):
1. The submitted construction clearance site plan is not consistent with the septic
system as-built drawing on record with the Snohomish Health District. SHD records
indicate that the area listed as "reserve area" on the construction clearance is
indeed the existing primary drainfield. The area listed as "existing drainfield" on the
construction clearance is the proposed reserve drainfield documented on an
updated as-built drawing dated 3/15/1995. This as-built drawing describes that the
original system was not altered or replaced at time of as-built drawing.
2. The location of the proposed shop encroaches on the primary drainfield on record.
In addition, areas of the primary drainfield and the designated reserve drainfield
have been subject to cover by impervious material and vehicle parking. In
accordance with WAC 246-272A-0270, the OSS owner is responsible for
protecting the onsite sewage system area and reserve area from cover by
structures or impervious material, soil compaction, for example by vehicular traffic,
and damage by soil removal and grade alteration. See copy of the septic as-built
drawing depicting the location of the proposed shop scaled at V=20'.
3. Contact a licensed onsite sewage system designer or professional engineer to
evaluate the property, and address the issues listed above.
3020 Rucker Avenue, Suite 104 0 Everett, WA 98201-3900 ■ tel: 425.339.5250 v fax: 425.339.5254
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G`1Y. RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
O' City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 - Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, HECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: 17823 31st Dr NE, Arlington, WA 98223 Plat:
❑ Single-family ❑ Duplex Cl Townhouse ❑ Addition 1�3 Accessory structure
Proposed Area: 1" Floor: 21d Floor: Garage: 484sf Total SF: 484sf
Describe Proposal (include cross street):
Construct detached, post-frame, workshop, shell only, 22 ' x 22 ' with 8 ' eave height.
Existing gravel access off 31st Dr. NE, cross street 179th St NE.
Valuation: $17, 962
Owner. Nick and Maria Medina/ P°&J(p vOPdZ4Pr OdEPMa&1
Address: 17823 31st Dr. NE City. Arlington State: WA Zip Code: 98223
Phone: 425-876-5369 Email:
Applicant, Theresa @ Town & Country Post Frame Bldgs
Address: 16521 Hwy 99 #C City: Lynnwood Mate: WA Zip Code: 98037
Phone: 425-743-1555 Email: permits@permabilt.com
Contractor: Town & Country Post Frame Bldgs
Address: 16521 Hwy 99 #C City: Lynnwood State: WA Zip Code. 98037
Phone: 425-743-1555 Email: permits@permabilt.com
Contact Person: Theresa License Number: TOWNCPF099LT Expiration: 6/30/19
6i16LP Page 1 of 3
V RESIDENTIAL PERMIT APPLICATION
• • Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed) n/a - if plumbing, owner to
obtain
Bath/Shower Combo (4.0) x ❑ Sink (1.5) x
❑ Shower (2.0) x ❑ Lavatory (1.0) x
U Clothes Washer (4.0) x ❑ Water Closet(2.5) x
❑ Dishwasher (1.5) x ❑ Water Heater x
❑ Hose Bibb(2.5) x Water Heater Model #
FJ Other (list) x
Plumbing Section Continued
Proposed Water Piping Size: Proposed DWV Material:
Proposed Piping Material: Proposed DWV Size:
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP age 2 of 3
INV
-I .OF RESIDENTIAL PERMIT APPLICATION
.y >
Department of Community & Economic Development
City of Arlington - 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances: n/a
U Furnace(80+) Model# AFUE
Heat Pump Model# SEER HSPE
AC Unit Model# SEER
La Type II Hood ❑ Commercial Choking Appliance U Hydronic Piping
Boiler Solid-Fuel Appliance U PV System
U Fireplace Insert Outdoor BBQ Ft Storage Tank
0' Freestanding Stove U Gas Piping U other
Gas Piping Information
Not Applicable: U
Pipe Material: Pipe Size: Total BTU's of all Appliances:
Distance from Meter to Furthest Appliance:_
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: � Date: 6-19-17
Print Applicants Name:
J
6/16LP Page 3 of 3
RECEIVED JUL 112017
DETAIL7/2 METAL ROOFING PER "w a
(OR) DETAIL (29 GAUGE)
ST. NOTE #4, SHEET 3, m cJi o W/ NO POST.
GENERAL NOTES m
DETAIL 2 —
1. BUILDING MAY BE CONSTRUCTED OF ANY SIDEWALL LENGTH AND SPAN MEETING THE REQUIREMENTS OF THESE BASIC PLANS WHERE RATIO OF LENGTH TO SPAN c o,;y o
IS EQUAL TO OR LESS THAN 3. 12 ,o � o_
7 (MAXIMUM)
2. SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES ARE INDICATED ON PERMABILT BUILDING DESIGN SHEET. (ATTACHED) DETAIL 9/2
3. BUILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEM SIMILAR TO PLAN. a
4. CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. Z m
OPTIONAL EAVE c 0
OVERHANG PER INTERIOR RAFTER u
P LIN PER DETAILS o
�1 DETAIL 2/2. 2 & 4/2 AND PER SCHEDULE G.
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m STRAP BENT AT 42x4 BRACE
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12d 0 3.O.C. ROOF PANEL SCREWS
NOTE 1 FN-J •-
t POST. 10d x 1-1 CHORD PURUN PER SCHEDULE D 4-12d AT POST RAW BEAM PER 43
EAVE NT W/ TO LOOKOUT FOR PURUN PER
t( PER NAILS, d(TVP3 1P14 NOTE/4. SCHEDULE F
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p n O YJ
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BETWEEN 2.6 SCAB 12d NAIL PORLW TO BLOCK
WALL PANEL SAVE GIRT '' • PURUN
SCR EY•5 FOR GIRT �� / • -12-12d RAKE TO POST.
AlAT 6'OC,TO LOOKOUT W��3-12d (fi-12d AT CORNER POST.)
PER NOTE/4. .I Y/ SEE 3/2 - NAIL PURUN
ETAR.417.
5-12d(TYP.) 7a FASCA LOOKOUT 2 x LEDGER PER n -
W 4-12d I// POST I MAIL p BEAM W/ 2 z BLOCK W/WIDTH o
BOLTS PER(-__, ip •) 12d 0 10'O.C. TO MATCH POST.
SCHEDULE TRUSS 7I- POST STAGGERED. NAR W/15-12d
2x6 LOOKOUT FACH I AT FACA END OF UP (B-12d AT CORNER POSE)
•O1 SIMPSON UTS16 STRAP SIDE OF POST AS SHOWN E w z
2 x BLOCK EACH • AT
CIRARALL • .D+
S1DE OF POST W/ TRUSS(WHERE OCCURS) S REWS FOR ® F� �MT4R0 TOP ppST SCHEDULE O '- o
WIDTH TO MATCH n w/(7)10d x 1J4" GIRT PER ® RNANG CONSTRUCTION OF GIB TS W/(4)ON �- WALL PANELS
POST. 4 x BLOCK - ONLY,SEE DETAA i 2 TRUSS OR RAFTER
NAILS®POST NOTE ff4. / 10d X 1 1/2• NOh: of
FOR DOUBLE TRUSSES. OR iRU55 CONNECTION _ ........ 11lIASES.OR RAPIERS(TYP.) w a.w
d:(7) 10d x Ti.,. ••'• NA1L5 AT EACH GIRT BOTH SPLICE CONFIGURATIONS NOTE• cti
NAILS 0 TRUSS AND DETAIL 9/2 FOR PAVE Glt(f OR AS PER LEDGER SUPPORTS w
31 ARE EQUALLY STRONG,EITHER a a w a
RAFTER CONNECTION CAME GIRT SCHEDULE M PURUNS AND NEED
WALL PANELS PER POST PER SCHEDULE A 2%6 BLOCK ONE MAY BE USED AT THE NOT EXTEND TO OR
NOTE N4 OR/11 BUILDERS DISCRETION ATTACH TO POSTS. WIDEST DIMENSION OF Y w
I�NWWI -124 ENDWALL POST U.N.O. U
--�1--WIDEST DIMENSION
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t SECTI OF POST U-N
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2 ltt'-0' 1'-1'-0' 2 1'-1'-0• - 2 r-r-p' 2 1'.1•-D• suols)na�
_BAY WIDTH 24"MAX- ROOF PANEL
SCREWS FOR RAKE RAPIER SCAB 0
STEEL
IWIOFA. F PANEL SCREWS FOR BEAM PER NOTE/4 12-12d EACH SIDE,(INSIDE PER Z
RAKE BEAM PER SIMPSON U O OR ROOF PANEL SCREWS AS RtK£OEAU PER NOTE/4. BAY WIDTH 24•MAX. PLY ONLY IF 2-PLY.) SCHEDULE G
SCHEDULE F W PANEL+LRkW' 011Al W/ IIe x FOR ONE SIAM PER IE/4 ?j
FOR RAKE PER -12d PURU14 TO -2x5 BLOCKING
NOTE/4. 1/2•IWLS LNDNW 2x6 BLOCKI
Id AT POST lot" FiAUN 4-12d PURIAT TO MAIL SCAB TO R m
I-12d W EACH S4 OCK(ELpNUI_
TO EHOYYALL (SAME R WITH 0-120 ON ,
4-12d TO EACH PURLIN AT CORNER CK •EACH 0 TQ SIDE OF POST W
BLOCK T AKE 7P4•EACH
12d 0 C.STAGGERED 10 RAKE I • (n
O RAKE 3-12d TOENAIL FAG _
PURLIN 121 RAKE TO POST. TOP CHORD PURLIN TO EACH RAKE SAM OMIT PURLIN I • -SCAB J
PURLIN PER 4. •I• Q d
120 AT CORNER POST) 2ND RAKE BEAM CA9CA CACNtlPURIIN WALL PANEL SCREWS SCNM� 0 - I--" W
2 x LEDGER PER SAME AS FOR WITH
SCHEDULE F. OR SCAB PER /4-1•A•d TO TRUSS W
NAIL TO BEAM W 2 z BLOCK W/WIDTH SCHEDULE FF PER NOTE/4 ,
/ TO MATCH POST. ENDWALL POST (WHERE OCCURS) 12-120 RAKE TO ENDWALL 2xfi FASCIA
12d 0 10"O.C. NAIL W/B-12d. TRUSS -_
STAGGERED. (4-12d AT CORNER POST.) / - RAFTER =
POST FOR CONTINUOUS WE. W 4-12d
2 x 6 BLOCK. TRUSS (4-174 FOR SINGLE SPAN ENDWALL POST
AND AT CORNER POSi.)(IYP.) TRUSS TOP CHORD d
2 x BLOCK EACH SIDE NUMBER
UOITL TO WTCII ALl PANELS BLOCK W/WIDTH a P05T W WIDTH TO BSp� OF NAILS 2 x BLOCK EACH WCE
• 2 x 6 OLOCK. TO TCN POS/. WALL PANELS MATCH PpSf _ OF ppST W/K401H 10
POST PER W B-12d, BEVEL TO YATCN
10' IS YATCN POST
SCHEDULE B TRUSS SPACING NAIL B-124(TIP•) ATTACH BLOCK 10
PER MOLE 2 RAKE SLOPE- 12• 17 - - ATTACH BLOCK TO POST
WALL ELS SHEET 3/ IWL W/0-12d, TRU INO W//OVANUff Of 1 LI W/QUAMITY OF 12d
/ (OIAY REOUWED N WALL PAR
I'EP IC/2. T'CA SCHEDULE 14• 22 RAILS PER SCHEDULE.
SCAB NND 5• /3
PIIBTEMI.PORE OF WMEST ENOWALL�Post , p E OF OCCURS WIDEST a-NS1O11 OF SECTION v¢R POST K 3
INTERIOR POST
PER SCHEDULE K B i
WIDEST MYENSION DNDRALL U N-0.
5 SECTION AT RAKE ENDWALL PAST U.N.O. -
SECTION AT ENDWALL W TRUSS 5 S CTI N A DW L W OVERHAN SECTION AT ENDWALL W OVER G 6 INTERIOR POST RAFTER CONNECTION =o 0
2 » Y
1'.1•_p• 1._t._O. 2 1 1'-0• 2 1._1."O' - L)�J p�
4-12d PVRLNI POY 02NLYN2-�PIY.)( O _WO(:ERIER W/L SCAB TO RAFTER
0 ill• 6-12d lOEP1KT W/ 120T ¢¢ a o
TO POST O.C.STAGGERED (T-GWTS o1,1.Y REOURE0 4.
6-1 EACH RAFTER 4-12d PURUN OP OVERHANG IF 1_ AT w BAYS) R.h m
EACH (INSIDE TO BLOCK(TYP.) METAL ROOFING VIED DETAIL 2/2 LL
PLY Oft 2-PLY.) _ ` to w
5-12tl EACH 4EMBER ROOF WS STUB POST WIDIN TO TIE 51 MAY NOT BE REO'D. NAIL TO POS2.6 GIRT T
EACH SIDE FOR PllRltl NONE/4 MATCH SIDEW POST SEE' LL 3-12d DRWEN Al i 0
I I, EAVE GIRT ANGLE (IYP.)
TIE STRAP W/ x 1-1/2• WALL PANELS PER d•p
.I I • • _ NAILS PER SO Y EASE •LIFT NOTE/4 OR IH I I
WALL PANEL SCRLWS 1 __ a• XU AT POST � � O
• I' I• I• I FOR GIRT FOR NOTE/4. •1 • _-
• I• •I 1L[jl E;SHIM RAFTERS AND L • ROVER PER O ALTERNATE GIRT:
BLOCKS TO MATCH WIDTH SGNLT1UlE G ® 0 2.24?xOC W/3-12d
N.t
OF INTERIOR POST. n
EQUAL NUMBER •3-12d FACH GIRT PER CONNECTION
EACH S1DE OF POST. ALTERNATE LOCATION
2 x BLOCK EACH SIDE IUIL SCAB TO RARER �1 (2) /
OF POLE w/WIOTN TO WITH(8)12d ON EACH 2 x BLOCK EACH RAFTERS PER ® 10'RAFIER SPANS AND R OF TIE STRAP
MATCH POST, SIDE OF POST SIDE OF POST W/WIDTH SCAB TO RAFTER () / 2z6 GIRT. FACE
ATTACH BLOCK TD LO MATCH POST. (0)12d ON EACH SCHEDULE G 3 3 4"0 BOLTS SIDEWALL POST M
WITH QUANTITY OF d NAILS ARACN OCK TO POST OVER 10'SPAN NAIL W/3-120
PER SCHEDULE BLOCK SIZE TO CONTINUOUS RAFTERS YA1H 10QL 120 NAIS 9 0/POST
( ) (1)BLOCK BOLT PER
OR POST MATCH POST OR PER SCHEDULE G SCHEDULE G NOTE 2x6 T-OW. MAIL
KIJI NO SCHEDULE K BUILD TO MATCH OR TRUSSNTOP CHORD POST PER IEDULE A PER NOTE )
WALL PANELS 2 z BLOEK EACH RE STRAP AL can TOGETHER`
10• IS OR CANTILEVERED NOTE/4 OR �I(��
NOTE:
1 17 RAKE BEAM T MATCH STUD T. FOR T CONN.
22 OF POST U,fl,p, 4 x W= OR SEE OCTNL 2 T-GIRTS ONLY
DOUBLE ERS REQUIRED AT 14'
BAYS AND 24'UP
RIDGE POST RAFTER CONNECTION TYPICAL EAVE GIRT SPLICE e WALL GIRT DETAIL FROM BASE OF WALL
N POST RIDGE CONNECTION SID WALL POST RAFT CONNEC710D RAFT R TRU S CONNECTION WHEN NO SLAB
OF
1'1'-O' 2 1'./'-p" 2 1'.1'-0• 2 1-.1'-0' 'z 1'.1'-0' .1 1.-1'_0•
2X6 GIRT TOE-NAILED NARROW DIMENSION TOE NAIL 20 PURUN (2)2x6 BLOCK BETWEEN
TO SKREED W/12d OF POST. (TO MATCH T-GIRT TO 4)124 FROM PURUNS,NAIL BLOCKS
AT B'O,C, POST SIDEWALL POST) POST W/3-12d pURIA WRAP STRAP OVER 7O EA, 0.1`I<xA,NAILS ;yS'AC 'o4C
POST /'� (TMP') BLOCK AND PURLIN (1YP-) STRAP_
FORWALL PANEL SCREINSGIRT PER N01E/4 ,.Q ,.o..'�\ BLOCK ,y�r �� O
4•CONCRETE O �� Ix x C L
16d GALVANIZED FLOOR SLAB a 6 Q Q' \ I•'• T51RL N CND TO G t VV At S,
®10"o.c. $ - 2x4 T-GIRT
Z '4 SIMPSON C516 WRAPPED AROUND (y�12d EACH OR L ••`i `.2• : N
2.4 P.T.GIRT '� `t"'•i.; _ Q PURUNS,BLOCK.AND ONTO I• M HOER (TYP'O
T �•. Z >?'' P KNEE BRACE.ATTACH r/ BLOCK ONLY) S ,
4'MIN. 4 \ p Q \ (5)12d(MIN).NAILS EACH 11EUBE I • 2A!BRACE w/(4) 1 J
bx BLOCK BETWEEN STEELS 12d TOENAILS EA SIDE y 1l A
TRUSS ANCHOR I EMBED Q �' 'C ETNOWIEA RIDGE PURUNS (PER NT IO)w/(12)/AIL OF DBL BLOCK L� U��yI{ ttteE �•)�.scom1: L•E,,,
SIMPSON HETA 16" I I iGOTING A�Q ..�: POST POST W�/BxIWOOD SCREWS ATNOTE, 1 11y •`T' GY ",•� RTi1 Z Q
W/16d NAILS. DBL BLOCK BEND AROUND I Q _ `' 1 16 0.Q WHERE LENGTH OF BRACE ♦ tF•1. �1A
POST NNO 1lAR. I BACK FILL& WHERE LENGTH OF BRACE !� d•.0 14-
�j Q EXCEEDS 5'-6"ADD FLAT v• ti Q
2)ANCHORS PER I LL p; COMPACTIONTff _ EXCEEDS 5'-6'ADD FLAT �.•Y,
'7"BRACE 75R OF LENGTH OF SAME PER � --- - T BRACE 75X OF LENGTI �• .PF 1(1\(969 � �y N
EXCEPT(1 NtCIIOR Q Q- \ NOTE J(9 Q FACE 2x4 TO 12d 0 10".. 2e O io"LAC. ti 1.• (q E
IOR CO POSTS. \ W/3-12tl F p14 •,I 2x4 T •,i 2x4'7• pW,((1 Ar:.?�i�1 i'�w-t,,:.'�14y``L✓ Q I/�♦
[•LATE$; �' _�-:V 6"CONCRETE PAD lO W B-12d . 2xB HF 2 0 �\ •1 • ti Z V
/ I S. Bx&EF/2 DIAGONAL tR BRACE TO ROOF `��'S1'�}.-fi t eT
1, USE P.T.T-GIRT AS PER DETAIL 12/2 AT •� ELEVATION I - R.CN�', `�
BASE OF WALL WHEN NO SLAB ��� �` n � 12
UR SCEIWE TER M ACE MAY NOT BE REO'D. EAVE EQUALLY
LY NAILS SPACED (12) 12d NAILS A y�
EOl/ALLY EACH WAY � �YF_ • SPACED EQUALLY EACH WAY � ���// *7 sheetSCHEDU H AND P LE K. HEIGHT u i1bG17T I v ` 2
)3 BASE GIRT DETAIL 6 EMB DDED POST FOOTING W/ PAD ) INTERIOR POST BRACE DETAIL 20 ENDWALL POST BRACE DETAIL 20 ENDWALL POST BRACE OET _
y 1.1-0 2 V4'-I'-p' 1''1'-0' 2 C-C-0, POST AT RIDGE) 2 1•-1'-0' 3
o M
SIDEWALL POST SCHEDULE �r—_1ENDWALL POST SCHEDULE w/ BRACE PER DETAIL 20/2 cJi
ALL BUILDING WIDTHS TO 40' " ALL BUILDING WIDTHS TO 40' �`, TRUSS BLOCK BOLT SCHEDULE NOTES: m
POST MATERIAL: SEE NOTE #5 3 4' 0 MACHINE BOLTS W WASHERS
POST MATERIAL: SEE NOTE #5 �r� —� 1.) ALL WORK AND MATERIALS SHALL CONFORM TO THE 2015 IBC (INTERNATIONAL BUILDING CODE). o 3 v m
BAY EAVE HEIGHT BUILDING EAVE HEIGHT CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS.
o v n
WIDTH WIDTH BAY TRUSS SPAN
S' 11' 12' 14' 15' 16' (SPAN) 8' 11' 12' 14' 15' 16' WIDTH 2.) TRUSS DESIGN AND FABRICATION SHALL CONFORM TO THE 2015 IBC (INTERNATIONAL
10' 4x6 4x6 4x' 6x4' 6x5' 6x8* * * * 20' 22' 30' 36' 40' BUILDING CODE). ENGINEERING DESIGN AND SHOP DRAWINGS SHALL BEAR
20' OR 30' 4x6 4x6 4x6 6x6 6x6 6x8* THE STAMP OF A PROFESSIONAL. ENGINEER REGISTERED IN THE STATE OF WASHINGTON. A _
12' 4x6 4x6 6x6* 6x8** 6x8** 6x8* 10' 2 2 2 2 3 TRUSS BRACING SHALL BE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWING. m
22' OR 32' 4x6 4x6 4x6 6x6* 6x6 6x8**
14' 4x6 6x6* 6x6* 6x8** 6x8* 6x8* 12' 2 2 2 3 3 3.) BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING o
?46, 34 OR 36 4x6 4x6 6x6* 6x6* 6x8** 6xB* E w o
LOADING: �
NOTE: *" DENOTES OPTIONAL GRADE/SCAB PER * * * 14' 2 2 3 3 4 ROOF SNOW LOAD: 25 psf DESIGN WIND SPEED: 110 MPH, EXPOSURE B. E o o
NOTE 5. 26' OR 38' 4x6 4x6 6x6 6x6 6x8 6x8 (3 sec yust)
**" DENOTES N0. 2 GRADE 28' OR 40' 4x6 4x6 6x6* 6x8** 6x8* 6x8* SEE DETAIL 1/2 OR 2/2 SOIL BEARING: 2000 psf OR 1500 psf
%' DENOTES ONE SIZE SMALLER 6x_ 2
(PER SCHEDULES) w o
# NOTE: "*" DENOTES OPTIONAL GRADE/SCAB PER
GRADE PLUS 2x6 P.T. HF 2 SCAB SAME NOTE 5. �\ PURLIN SCHEDULE SEISMIC DESIGN CATEGORY: D
AS FOR GRADE/SCAB OPTION PER NOTE 5. ° f f
DENOTES N0. 2 GRADE �" WITH Ss = 150%g MAX.
POST MATERIAL: 6x_ HF#2 ROUGH "%" DENOTES ONE SIZE SMALLER 6x— #2
2 SCAB SAME f
EAVE HEIGHT GRADE PLUS 2x6 P.T. HF# BAY WIDTH PURLIN/SPACING 4.) METAL PANELS SHALL BE BHP NOR CLAD, OR EQUAL, HAVING 80 KSI MINIMUM YIELD
BAY AS FOR GRADE/SCAB OPTION PER NOTE 5. STRENGTH. ROOF PANELS SHALL BE FASTENED WITH #14 x 1-1/2" SELF TAPPING
WIDTH 10' 11' 12' 14' 15' 16' SCREWS AT 9" O.C. ALONG EACH PURLIN AND EACH RAKE BEAM. WALL PANELS
POST MATERIAL: 6x— HF#2 ROUGH 10' 2X6 0 24" O.C. SHALL BE FASTENED WITH g10 x 1-1/2" SELF TAPPING SCREWS AT 9" o.c. ALONG
10' — — — 6x8% 6x8 % 6x10% BUILDING EAVE HEIGHT EACH GIRT. SEE SHT. 1 FOR METAL GAUGE.
0
WIDTH z
12' — — — 6x8% 6x8 6x10% 5.) LUMBER SHALL CONFORM TO THE FOLLOWING U.N.O. ON THESE PLANS: (n
(SPAN) 10' 11' 12' 14' 15' 16' 2X6 0 24" O.C. W
2X4 THRU 2X6: HF NO. 2
14' — — 6x87 6x8 6x10% 6x10% 20' OR 30' 6x6 6x6 6x6 6x8% 6x8% 6x8 12 2X8 THRU 2x12: DFL NO. 2 O m
STRUCTURAL POSTS: 4x6 HF NO. 2 S4S Z w
NOTE ALL CORNER POSTS 4X6 — ORIENTATION 22' OR 32' 6x6 6x6 6x8% 6x8% 6x8 6x8 2X6 0 16" O.C. 6x6 & LARGER HF NO.1 ROUGH SAWN & AS NOTED. O_
NOT CRITICAL EXCEPT IF ADJACENT TO POSTS NOTED WITH *" MAY BE NO. 2 GRADE PLUS 2x6 PT HF NO. 2 Q
4', 34' OR 36 6x6 6x6 6x8% 6x8% 6x8 6x10% 2X6 DFL NO. 2 0 18" O.C. SCAB APPLIED ON INSIDE FACE OF POST EXTENDING FROM FTG PAD TO Z
AN OPENING THEN WIDEST DIMENSION 14' 1/3 THE EAVE HEIGHT ABOVE GRADE. NAIL SCAB WITH (4) ROWS J Q d
OF POST IS TO BE PARALLEL TO THE
THE WALL OPENING. 26' OR 38' 6x6 6x8 6x8% 6x8 6x10% 6X10% 2X6 0 48" O.C. + (2) 2x6 0.131 DIA x 3-1/4" GALV NAILS SPACED 6" OC EACH ROW. <to
(OPTIONAL CORNER POST 6x6 HF#2) % % 48" O.C. (ALTERNATING)
x
28' OR 40' 6x6 6x8 6x8 6x8 6X10 6X10% W J W
NOTE BLOCK BETWEEN PURLINS AT BLOCKING: HF STANDARD AND BETTER :D _
LAP IF SPACED DIFFERENTLY 6.) EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED USING TREATMENT FOR 0 0_
RAKE BEAM W OVERHANG SCHEDULE AT ADJACENT BAYS 0.60 cf RETENTION IN CONFORMANCE WITH AWPA USE STANDARD UC48• ALL OTHER w
F / �\ RAKE BEAM SCHEDULE P =
F LUMBER IN CONTACT WITH SOIL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE U O
PRESERVATIVE TREATED FOR 0.40 pcf RETENTION. NAILS USED WITH PRESERVATIVE TREATED v)
INTERIOR RAFTER SCHEDULE LUMBER OR BELOW GRADE SHALL BE HOT—DIPPED GALVANIZED.
BAY BEAM SPAN BAY BEAM SPAN _ GRID SYSTEM
7.) BOLTS SHALL CONFORM TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT
WIDTH 10 12' 14' WIDTH 10' qW/
14' U.N.O_ PRE—BORE BOLT HOLES 1/16" LARGER THAN BOLT DIAMETER.
RAFTER SPAN ' 1A
(2)2X (2)2X1 (2)2X12 BAY B.) CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 psi. FOR WEATHERING _
10' 10' 2X10 W/ (2) 2X10 W/ WIDTH 10' 12' 14' ( Pa c
(1)2X12 2X4 LEDGER 2X4 LEDGER 2500 psi USED FOR DESIGN, SPECIAL INSPECTION IS NOT REQUIRED).
2X12 W/ 8 SCAB 2X12 W/2X8 SCAB C J~
9.) BACKFILL FOR EMBEDDED POSTS SHALL BE CLEAN SAND.
(2)2X10 )2X10 (2)2X12 2X10 W/ (2) 2X10 W/ 10' (2 10 (2)2X12 m .
(2)2X10 + COMPACTION SHALL BE BY MANUALLY TAMPING WITH A20 POUNDJW12' 12 2X4 LEDGER (2)2XB SCABS MINIMUM STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8"_ a o°
(1)2X12 X12 W 2X4 LEDGER
10 SCAB (2)2X10 (2)2X12 + 10.) STEEL STRAP SHALL BE SIMPSON CS16 OR EQUAL
12' (2)2X10
(2)2X10 2X12 (2)2x12 74, 2X12 W/ (z) 2X10 W/ (2) 2X12 W/ (2)2XB S BS (2)2X10 SCABS a
14' 2X6 LEDGER 2X4 LEDGER 2X6 LEDGER 11.) 19/32" T1-11 OR LP SIDING MAY BE USED IN PLACE OF METAL PANELS ALONG Oo
2X12 W/2X8 S B (2)2X12 + ENDWALLS AND SIDEWALLS. SIDING SHALL BE NAILED WITH 6d COMMON OR n
DETAIL 5A/2 DETAIL 5B/2 DETAIL 5B/2 14 (2)2X12 /Xlo (2)2X10 SCABS GALVANIZED BOX NAILS AT 4" O.C. ALONG PANEL EDGES AND 12" O.C. IN FIELD.
RAKE BEAM NOTES SCH LE F AND FF: ALL EDGES OF SIDING TO BE BLOCKED. FOR SHIPLAPPED EDGES BOTH PANELS SHALL r
( ) BE EDGE NAILED WITH 6d AT 4" O.C. IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
1) SCAB OR 2ND RAKE 8 IS TO SPAN BEAM NOTES 1. QUANTITY OF R OR RAFTERS + SCABS i
BETWEEN POSTS. SCAB OR 2ND IS TOTAL NU R GRID w/ EQUAL NUMBER 12-) CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION.
2) WHERE CANTILEVER OCCURS 0 RAKE BETWEEN POST EACH SIDE POST.
BEAM TO BE CONTINUOUS AND A OLLAR TIE CL BEAM & SCAB 2. WHERE N AIJTILEVER CURS 2ND RAFTER OR 13.) INS NAILS ARE 0.131" DIA. x EAT 4" HOG. 1TO NAILS ARE 0.162" DIA, x 3-1/2" HDG. NAILS
IS REQUIRED AT CANTILEVER. SEE AIL 1 BELOW. SCABS A TO SPAN B EN POSTS. INSTALLED IN PRESERVATIVE TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR EQUIVALENT. �
12d 0 10" O.C. 3. WHERE LEVER OCCU 2ND RAFTER OR
(STAGGERED) SCAB 1F SPECIFIED) IS TO THE LENGTH OF INTERIOR POST SCHEDULE
TH FTER SPAN + 2' AND NO 4' BEYOND K
SYM 1 RIOR POST, SEE DETAIL 2 B W. YSTEM
® � RIDGE BLOCK 4. ERS AND SCABS TO BE SPIK TOGETHER
w/ 12d NAILS AT 10"o.c. STAGGER (U.N.O.) BAY AVE HEIGHT
CONT OUS RAKE BEAM WIDTH
RAFTER 8' 10' 1 14' 15' 16'
2ND RAFTER
OR SCAB 10' 4X6 4X6 6 4X6 6 * 4X6 6X6
RAKE BEAM PLUS RAFTER & S B 12' 4 4X6 * 4X6 * 4X6 4X6 * 6X6
SCAB OR SECOND
RAKE BEAM 4X6 4X6 * 4X6 * 4X6 * 6X6 6X6
WHERE OCCURS 12d 0 10" O.C.
i�KE AN PER
SCHEDULE
SYM (STAGGERED)
TO RAKE i PER SCHEDULE � � THESE POSTS TO BE BRACED PER red
BELOW d'0 @ � DETAIL 17/2 OR USE 6x6 POST. (n3 � u� z
ENDWALL ST PER P "v �� OG
S PACING S Z M EAVE GIRT TIE STRAP y !� "!�r Lo
N
:1 S!
z
COLLARTIE AN C CTION SCHEDULE GIN BLDG. / /
BLDG. TIE STRAP PER DETAIL 11 2 OR 2 2
QP LENGTH
MLS
BAY ENDW L POST S CING (AT RIDGE) QpS� RIDGE BLOCK WIDTH NO TIE BLDG. LENGTHOUAN"ry al z Z Q
WIDTH ox 20' 35' MAX. 36' TO 60' 5 12 � s.• 1 , ,Y) Qc O
1 12 14 EACH ROW 2 ROWS 2ATuCANTILEVER e. ^ G
7COLLARTIE
N 9 2x8 WIT 1 2x10 WITH (13) 22' 39' MAX 1.: "y 'aH?/ .ehn
AC NO NAILS EACH 0 NAILS EACH END �,y� 199a3
ZA TH 11) 2x10 WITH 1 2x10 WITH 15 NO OR 28' 43' MAX, 44' TO 84' 6 13 g,�
ACH END NAILS EACH EN ILS EACH END SCAB ACHED T PER PLAN L ti^tiY i' � � = U
ITH (13) 2xi0 WITH (1 B) 12 WITH (1$) WI 12d AT 32' 48' MAX. 49 TO 96' 7 14 � .. „� '"�
ACH END NAILS EACH END NA EACH END O.C. STAGGERED
36' 52' MAX. 53' TO 106 8 15 �bh 1 Y iV
d ST SPACING uy• sheet
SEE DETAIL 6/2 40' 57' MAX. 58' TO 120' 9 16 '
IL AT RAKE BEAM RIDGE 2 ICAL RAFTER SCAB FOR ADDITIONAL INFO TION ^/ //i/g� 3
COLLARTIE NOT REQUIRED WITH SINGLE RAKE NOTE: NAIL QTY'S SHOWN ARE EACH SIDE OF SPLICE. ` /V r 1 Z
WHERE OVERHANG OCCURS, SEE DETAIL 2/2. J
• a
SIDEWALL POST FOOTING SCHEDULE WITH CLEARSPAN TRUSS r \ SIDEWALL POST FOOTING SCHEDULE WITH GRID (OR ENDWALL WITH CLEARSPAN OR GRID)
tn
u INTERIOR POST FOOTING SCHEDULE a o
GRID SYSTEM
LLOWABLE SOIL BEARING = 2,000 sf LLOWABLE SOIL BEARING - 2,000 sf
BUILDING -3
EAVE HEIGHT EAVE HEIGHT OWABLE SOIL BEARING 2,000 P >o
BA WIDTH BA POST n o-a
WIDTH USS SPAN) 10' 11' 12' 14' 15' WIDTH SPACING 10' 11 12' 14 15' 16' POST BAY WIDTH
SPACING 10' 12' 14'
24' OR S 18 dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dio. x 18` di 18" dio. x
4—0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" EP 4'-0" DEEP 1 O 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'— EEP 4'-0" DEEP 10' 1 " dia. 18" 1a. 18" dia.
10' " dia, x 18" dia. x 18" dia. x 18" dia. x 8" dia. x 18" dia. x 10' . x 18" dia. x 18" dia, x 18" dia_ 18" dia. x 18" dia. x 12' 18" 1 dia. 18" dia. z—
32' OR LESS 4'— EEP 4'-0" DEEP 4'-0" DEEP 4'-0" 4'-0" DEEP 4'-0" DEEP 12 4'— EEP 4'-0" DEEP 4'-0" DEEP 4'-0" P 4'-0" DEEP 4'-0" DEEP °1
14' 18" dia. 18" dia. 18" dia. o 0
24" dia, x 4" dia. x 24" dia. x dia. x 24" dia. x 24" dia. x 18 dia. x 18" dia. x 18" dia. x dia. x 18" dia, z 18" dia. x E o
40' OR LESS 4'-0" DEEP 4 " DEEP 4'-0" DEE —O" DEEP 4'-0" DEEP 4'-0" DEEP 14 4'-0" DEEP 4 " DEEP 4'-0" DE 4'-0" DEEP 4'-3" DEEP 4'-3". DEEP `_
ALLOWABLE S 8EAR1 — 1,500 PSI .-
18" dia. x 18" dia. 18 a. x 18" dia. x 18" dia. x 18" dia. x18" dio. x 18" di 18" 1a. x 18" dia. x 18" dio. x 18' dia, x �z`o
24' OR LESS 4'-0" DEEP 4'-0" DEE " DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 10' 4'-0" DEEP 4'-0' DEE —0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP POST BAY TH >
SPACING 01�'
18" dia. x 18" dl 18 x 18" dio. x 18" dia. x 18" dia. x 18" dia. x IS' , x 18 ' . x 18" dia. x 18" dia, x 18" dia. x 10' 12' 14'
12 32' OR LESS 4'-0" DEEP 4'— EEP 4'-0" 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 12 12 4'—D" DEEP 4' DEEP 4'-0" 4'—O" DEEP 4'-0" DEEP 4'—0' DEEP
10' 18" dia. 16" dia. 8" dio, o N n
24" dia. 24' dia. x 24" dia. x dia. x 24" dia. x 24" dia. x 18" dia. 18" dia. x 18" dia. x dia. x 18" dia. x 18" dia. x a
40' OR LESS 4'-0" P 4'-0" DEEP 4'-0" DEEP 4'— EEP 4'-0" DEEP 4'-0" DEEP 14 4'-0" EP 4'-0" DEEP 4'-0" DEEP 4'— EEP 4'-3' DEEP 4'-3' DEEP 1 18" dia. 18" dia. 24 dia. S1JVWW
dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x dia. x 18" dia. x 18" dia. x 18" dia. x 18" dio. x 18" dia, x 4 1B' dia. 24" dia. 24" d1
24' OR LES 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4 " DEEP 4'-3" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0' DEEP 4 DEEP 4'—O" DEEP ALL FOOTINGS 4'-0" DEEP
14' 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24'� dio. 24" dia. x 14' 18" dia, x 18" dia. x 18" dia. x 18' dio. x 18",dia. 18" dio. x
32' LESS 4—0' DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEE —3" DEEP 12 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEE —0" DEEP W
24" dia. x 24" dia, x 24' dia. x 24" dia. x 24" dia. x '24 x 18" dia, x 18" dia, x 18" dia. x 1B" dia. x 18" dia, x 18' x p J LLJ
m
40' OR LESS 4'-0" DEEP 4'-0" DEEP 4'—0' DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" 14 4'-0" DEEP 4'—O" DEEP 4'-0" DEEP 4'—O" DEEP 4'-3" DEEP 4'-3" W 1K
= W N
NOTE: DEPTHS ARE TO TOP OF CONCRETE PAD. NOTE: DEPTHS ARE TO TOP OF CONCRETE PAD. 0p'
CORNER POST FOOTINGS ARE CORNER POST FOOTINGS ARE In 13
18" DIA. x 4'-0" DEEP. 18" DIA. x 4'-0" DEEP. U w
CD ALLOWABLE SOIL BEARING 1500 psf ALLOWABLE SOIL BEARING 1500 psf Z_
BAY BUILDING SAVE HEIGHT BAY POST EAVE HEIGHT _
WIDTH WIDTH WIDTH SPACING p
(TRUSS SPAN) 8' 11' 12' 14' 15' 16, 8' 11' 12' 14' • 15' 16' 1-1-
18" dia. x 18" dia. x 18 dia. x 18" dia, x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dio, x 18" dia. x 18" dia. x 18" dia. x O
24' OR LESS 4'-0" DEEP 4'—O" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-3' DEEP 4'— DEEP DEEP 4'-6" DEEP 4'-9" DEEP
10' 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 10' 18" dia. x 18" dia. x 18" dia, x 18" dio. x 18" dia. x 18" dia. x
32' OR LESS 4' 0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 12' 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP
° N z
40' OR LESS 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia, x 24" dia. x 18" dia. x 18" dio. x 18" dia. x 1B" dia. x 18" dia, x 18" dia. x v_Z
4—0'� DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 14• 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP
24" dia, x 24" dia. x 24" dia. x 24" dio. x 24" dia. x 24" dio. x 18" dia, x 18" dia x 18" dia. x 18" dia. x 18" dia. x 18" dia, x O co a
24' OR LESS 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP
12 24" dia. x 24" dia, x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 18'' dia. x 18" dio. x 18" dia. x 18" dia, x 18" dia. x 16" dia. x
32' OR LESS 4 0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 12 11 4'-0" DEEP4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP C
24" dia. x 24" dia, x 24" dia. x 24" dia. x 24" dia. x 24" dia, x 18" dia. x 18' dia. x 18" dia, x 18" dia. x 18" dia, x 18" dia. x S
40' OR LESS
4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 14 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0' DEEP p'
ti
24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia_ x 18" dia, x 18" dia. x 4 4�1,�
24' OR LESS 10' o
4—0 DEEP 4'-3' DEEP 4'-6' DEEP 4'-6' DEEP 4'-9' DEEP 5'-0' DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP
14' 24" dia. x 24" dia. x 24" dia, x 24" dia, x 24" dia. x 24" dia. x 14' 18" dia. x 18' dia. x 18" dia. x 18" dia. x 18" dio. x 18" dia. x Mro
32 OR LESS 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP 12 4'—0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP
40 OR LESS 27 dia. x 27" dia. x 27" dia. x 27" dio. x 27" dia. x T5d
18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dio. x 18" dia. x
4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 14 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP
$x BLOCKc TO
W1 '�i� yulTp(p�
POST 0TN.GL
WL£D
I 10 P051 N/ 12d.
2-IGd r 1-1/2 NAILS IRaS$ NAIL CLADDING
I AT FAGN GIRT 2x8 T1AxEO N Q 11 Y j ` 4�
SYM �TO " _ , 1A.7'f.f
0 ri GIRTS PER N I-1 N, ' I " Q O
DETAIL 12/20
GIRT POST A CD�Cry` Z�' •N• n
�jECJJCLN A_A
6-12d(TYP.) •2 2.6 OR
!LOON GINGER IF
SECOND noon
POST F A {{"{{����•• V'`,,� •'^1 ZI LL
6-12d Ie l` r �14.11W Q
\l 2x4 BOTTOM GIRT 1Y�3 d
TOEWA 20 J PLYWOW NAILED TO A '�y J • Qc
STIFFEWR TO a• STIFFENERS 1' G 0
GIRT T1RN/ " I AND OOTs
1 W IOTAL STEEL STRAP EACH WAY PLYWOOD 2xI S NER ON EDGE ��y J,l' "" y"S"""• G�"�" li
(x-BRACEI PEN loom 110 O 18�0. TOD4%TO GIRT •Ic Ap ]/S 1I i �J
10 01'E POST. MODEST poi ION O-PETAL 1 ';�,�'�tY��t�it'`1y6. .}.
OF POST 11.0, I WALL PANELS TE1 ND t NI UPn
2'-0' LT�POST
MAX OMM PER
1 X—BRACE STRAP ORT C ECTION I DUTCH GAMBREL DETAIL 1 /0 17
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TSE PR�T: JOB#:
. ENGINEERING BY: 722
12810 NE 178TH ST.STE.218 JUL 1 20�7 DATE:
Woodinville,WA 98072 A(425)481-6601 — *7 V r"
Job Name: Harman
Site Address: 17823 31 st Dr NE
Arlington, WA 98223
Jurisdiction: City of Arlington
Job ID: Harman
Design Specifications: 2015 IBC
Building Type: Post-Frame
Design Wind Speed (a sec gust): 110 mph @ SD Level
Wind Exposure: B
Roof Snow Loading: 25 psf
Risk Category: II
R: 2.5
% of Snow Incl. w/Seismic: 0 %
Soil Site Class: D
Allowable Soil Bearing: 1500 psf
Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure
i Seismic: ASCE 7-10 Equiv. Lateral Force Procedure
Spectral Response Acceleration, Ss: 150 %g
Load Combinations: ASD Basic
I Building Design Parameters
Roof DL: 3 psf
Wall DL: 4 psf
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Customer has verified and approved the orientation of the building to tho Nnh and ve 16os that all
items specified in Paragraph B of the contract are shown on dtis Zmon and etas. elo
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PROJECT: Harman PAGE:
CLIENT: PermaBilt DESIGN BY:
JOB NO.: 28009 DATE: 07/07/17 REVIEW BY:
Wind Analysis for Low-rise Building,Based on ASCE 7-10
INPUT DATA
Exposure category(a,C or D,ASCE 7-10 26.7.3) B
Importance factor(ASCE 7-10 Table 1.5-2) I, = 1.00 for all Category
Basic wind speed(ASCE 7-10 26,5.1 or 201216C) V = 110 mph
Topographic factor(ASCE 7-10 26.8&Table 26.8-1) Kn = 1 Flat -
a,
Building height to eave he = 8 ft
Building height to ridge hr = 11.6 ft �•
Building length L = 22 ft E
Building width B = 22 ft
Effective area of components(or Solar Panel area) A = 50 ft7
DESIGN SUMMARY
Max horizontal force normal to building length,L,face - 4.08 kips,SD level(LRFD level),Typ.
Max horizontal force normal to building length,B,face = 3.45 kips See Page 4 for
Adjusted Wind Forces
ANALYSIS
Velocity pressure
qh=0.00266 Kh K,t Kd VZ = 18.43 psf
where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316)
Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.70
Kd=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85
h=mean roof height = 9.80 ft
<60 ft,{Satisfactory] (ASCE 7-10 26.2.1)
<Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2)
Deslan_pressures for MWFRS
p=qh[(G CPf)-(G CPr)l
where: p=pressure in appropriate zone.(Eq.28.4-1,page 296). Pmin= 16 psf(ASCE 7-10 28.4.4)
G CPf=product of gust effectfactor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301)
G CPI=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258)
0.18 or -0.18
a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.1 B,0.1 L,0.4h),MIN(0,04B,0.04L),3] = 3.00 ft
Net Pressures li sf),Basic Load Cases
Roof an le 0 = 18.12 Roof angle 0 = 0.00
Surface Net Pressure with Net Pressure with
G CPt (+GCPI) (-GCPI) GCPf (+GCPi) (-GCPI) _
1 0.51 6.15 12.79 -0.45 -11.61 -4.98
2 -0.69 -16.03 -9.40 -0,69 -16.03 -9.40
3 -0.47 -11.91 -5.28 -0.37 -10.14 -3.50
4 -0.41 -10.92 -4.28 -0.45 -11.61 4.98
5 0.40 4.05 10.69
6 429 -8.66 -2.03
1 E 0.78 10.99 17.62 -0.48 -12.16 -5.53
2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40
3E -0.67 -15.67 -9.03 -0.53 -13.09 -6.45
4E -0.61 -14.63 -7.99 -0.48 -12.16 -5.53
5E 0.61 7.93 14.56
6E -0.43 -11.24 -4.61
x �
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REI F.RENCE CORNER ,t rr-X COMM
tY"-VflN0 DIRECTION 7a ��'WIND DIRECTION
Load Case A (Transverse) Load Case B (Longiludinal)
Basic Load Cases
TSE Engineering Page:q"
LATERAL ANALYSIS Job ID:
WIND Harman
The analysis on the previous page determines the wind force on the total exposed wind
surface of the building. For post-frame construction with embedded posts, the amount
of wind force imposed on the main force resisting system equals the roof projected area
plus 3/8 of the wall projected area. Vt&VI are adjusted by 0,6 for allowable stress values.
Calculations that follow adjust the total wind force to the design force on a
post-frame building:
INPUT: PT= lbs. (non adjusted)
PL= lbs. (non adjusted)
hr= ft.
he = ft.
ADJUSTED WIND FORCES:
Transverse;
VT= [(h.r-0.625 he)/hr](PT)(0.6) = 1393 lbs. Controls
Longitudinal;
VL_ 1[0.375 he+0.5(hr-he)]/[he+ 0.5(hr-he)]}(PL)(0.6) = 1014 lbs. Controls
SEISMIC
The seismic force imposed on the main force resisting system of a post-frame
building is based on the seismic weight of the roof plus 3/8 of those walls that are
perpendicular to the direction of the seismic force.
INPUT: Building Width = 22 ft. p=
Building Length = 22 ft. 1=
SEISMIC WEIGHTS: W roof = 1452 lbs.
Wend walls = 686 lbs.
W side walls = 528 lbs.
SAS= 2/3 Ss = 1.000
Cs = SDS/(R/1) = 0.400
SEISMIC BASE SHEAR: V= Cs W
Transverse= 792 lbs.
Longitudinal = 855 lbs.
SEISMIC DESIGN FORCES:
VT= Cs Wt p 0.7= 72.1 lbs.
VL= Cs WI p 0.7 = 778 lbs.
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BOO _L�(1LR6
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Snow Load -I-!-Minimum Clearance
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Culomer has verified and approved the orientation of the building to the Nwib and verifies that all
items specified in Paragraph B of the contract amsbown on this drawing and v _
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TSE Engineering Page:
SHEARWALL DESIGN Job ID:
SIDEWALL Harman
B
. RIDGE
VL
ENDWALL
A_
1 1VT 21
PLAN VIEW WITH GRIDS
SHEARWALL SHEAR UNIT
LENGTH FORCE SHEAR
(ft.) (Ibs.) (plf) —
ENDWALL GRID 1 696 87 < 116plf allowable for metal clad
wall (see page 07 )
ENDWALL GRID 2 11 696 63 .411,6
SIDEWALL GRID A 10 507
SIDEWALL GRID B 22 507
ROOF SHEAR UNIT
LENGTH FORCE SHEAR
(ft.) (lbs.) (pIq
ROOF GRID 1 &GRID 2 23.1 696 4 111
ROOF GRID A& GRID B 22 507
NFBA Poslr+I came Building Design Manual
Metal-Clad Wood-Frame
Table 7-1.cant.,MCWF Diaphragm Test Assembly Data
Test Assemblyhiumber 9 10
Test Configuration Simple Beam
Cladding -
Type _ Regular Leg I Extended Leg I RegularLeg Extended Le
Base Metal Thickness Gauge 29
Major Rib Spacing,inches 9
Maior Rib height,inches 0.62
Major Rib Base Width,inches 1.75
Major Rib Top Width,inches 0.75
Yield Strength,ksi 80
Overall Design
Width,feet 36
Length,b,feet 12
Purlin Spacing,feet 2
Rafter Spacing Pair of rafters every 12 feet each pairs aced 6 in.apart)
Purlin Location Top running and lapped Inset
Purlin length,ft 13.2 and 12.0 11.25
To special blocking nailed between
Purlin Attachment each air of rafters To joist Banger attached to rafters
Purlin Orientation On edge
Number of Internal Seams 11
Wood Properties
Purlin Size 2-by 6-inch
Purlin Species and Grade No.2 DFL and 1650f DPL
Rafter Species and Grade No.2 DFL
Stitch Fastener*
Type None Screw* None Screw*
Length,inches ` ` 1.5 1.5
Diameter #10 #10
On Center Spacing,inches 24 _ 24
Sheet-to-Purlin Fasteners
Type Screw
Length,inches 1.5
Diameter #10
Location in Field In Flat
Location on End In Flat
Avg.On-Center Spacing in Field,in. 9
Avg.On—Center Spacing on End,in. 9
Engineering Properties
Ultimate Strength,P,,,ib£ 6950 ___ 7850 6400 6950
Allowable Shear Strength,v,„lbf/ft 116 131 107 116
Effective In-Plane Stiffness,c,lbVin _17K 7500 3700 4400
Effective Shear Modulus,G,IbUin 4700 7500 3700 4400
Reference NFBA, 1996
*Because of the extended leg,screws install e in the flat at overlapping seams function as stitch fasteners.
Vallow — 116 plf with#10 screws spaced 9"oc
7-8 National Frame Building Association
Past-Frame Building Design Manual (fannary 2015)
0 2015.All rights reserved,
TSE page:
Engineering ��✓✓
EMBEDDED POST DESIGN (POST-FRAW- CONSTRUCTION)
Sidewall fx& "
Eave Height Post b Post d HF Post Fb Fc EE(10)^6
8 NOMINAL: 4 6 #2 850 1300 1.3
ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0
in. in. CF 1.3 1.1
CL 1
Pay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95
12 22 0 3 25
ft. ft. ft. psf psf Fb' Fc* E'(10)^6
1414 1830 1.235
ASD Wind Pressure 0.75W W Is Iw psi psi psi
10 90 120 1 1
psf plf plf Cs
1
IBC 2015 ASD BASIC LOAD COMBINATIONS:
Loading: D + 0.75S+0.75W Loading: D+W
P 2871 lbs. P 396lbs.
fc 149.1 psi fc 20.6 psi
le 76.8 in. le 76.8 in.
le/d 14.0 le/d 14.0
KCE 0.3 KCE 0.3
FCE 1900 psi FIDE 1900 psi
c 0.8 c 0.8
k.1 1.27 k.1 1.27
k.2 1.30 k.2 1.30
Cp 0.70 Cp 0.70
Fc' 1288 psi Fc' 1288 psi
M (in-span) 4860 inAbs. M (in-span) 6480 inAbs.
M (base) 8640 inAbs. M (base) 11520 inAbs.
S.Mod. 17.65 in^3 S.Mod. 17.65 in^3
fb(in-span) 275 psi fb(in-span) 367 psi
fb(base) 490 psi fb (base) 653 psi
Post CSI (in-span)= 0.21 Post CSI (in-span)= 0.26
Post CSI (base)= 0.39 Post CSI (base)= 0.47
v 6.9.07
TSE
page:
Engineering
EMBEDDED POST DESIGN (POST-FRAMIE CONSTRUCTION)
Endwall f x
6Z
Eave Height Post b Post d HF Post Fb Fc E(10)^6
8 NOMINAL: 4 6 #2 850 1300 1.3
ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0
in. in. CIF 1.3 1.1
CI- 1
Av.Spacing Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95
11 12 0 3 25
ft. ft. ft. psf psf Fb' Fc* E' 10 16
1414 1830 1.235
ASD Wind Pressure 0.75W W Is Iw psi psi psi
10 83 110 1 1
psf plf plf Cs
1
IBC 2015 ASD BASIC LOAD COMBINATIONS:
Loading: D+ 0.75S_+0.75W Loading: D+W
P 1436lbs. P 198lbs.
fc 74.6 psi fc 10.3 psi
le 76.8 in. le 76.8 in.
le/d 14.0 le/d 14.0
KCE 0.3 KCE 0.3
FcE 1900 psi FcE 1900 psi
c 0.8 c 0.8
k.1 1.27 k.1 1.27
k.2 1.30 k.2 1.30
Cp 0.70 Cp 0.70
Fc' 1288 psi Fc' 1288 psi
M (in-span) 4455 inAbs. M (in-span) 5940 inAbs.
M (base) 7920 inAbs. M (base) 10560 in.-lbs.
S.Mod. 17.65 inA3 S.Mod. 17.65 inA3
fb(in-span] 252 psi fb (in-span) 337 psi
fb(base) 449 psi fb (base) 598 psi
Post CSI (in-span)= 0.18 Post CSI (in-span)= 0.24
Post CSI (base)= 0.33 Post CSI (base)= 0.43
v 6.9.07
TSE
Engineering
Page:/v
P= 3696 Ibs Foundation Design
♦ Y Diaphragm Restraint per 2015 IBC
Section 1806.3 & 1807.3
(Sidewall Post)
w [H(ft)=8
Bay Width (ft)= 12
Wind Load s 10.0 lw= 1
� w(plf)= 120
Lateral Load Design:
Post Diameter: 0.54 ft. 0.0 cu yd
Foundation Depth: 4 ft.
Constrained? YES Depth Required 3.1 ft.
Nonconstrained?
Soil Passive Allowable: 100 psf
Gravity Load Design: DL(psf) = 3
P= 3696 Ibs Snow Load(psf) = 25
Foundation Diameter: 2 ft. Span +overhang(ft)= 22
Foundation Area: 3.1 sf Bay width(ft)= 12
Bearing Allowable(Fbrg): 1500 psf Is= 1
Actual Bearing(fbrg)=P/A= 736 psf Cs= 1
v 10.10,04-5.23.05
TSE
Engineering
Page:
P= 1848 Ibs Foundation Design
♦ Diaphragm Restraint per 2015 IBC
Section 1806.3 & 1807.3
(Endwall or Corner Post)
w -� H(ft)=8
Ave Post Spacing (ft)= 11
--> / 67 Wind Load (p sfl= 10.0 Iw= 1
1 w(plf)= 110
Lateral Load Design: I
Post Diameter: 0.54 ft. 0.0 cu yd
Foundation Depth: 4 ft.
Constrained? YES Depth Required 2.9 ft. Endwall
Nonconstrained?
Soil Passive Allowable: 100 psf Corner Post=4' depth
Gravity Load Design: DL(psf) = 3
P= 1848 Ibs Snow Load(psf) = 25
Foundation Diameter: 1.5 ft. Bay Width +2x overhang(ft)= 12
Foundation Area: 1.8 sf Ave Post Spacing(ft)= 11
Bearing Al Iowable(Fbrg): 1500 psf Is= 1
Actual Bearing(fbrg)=PIA= 654 psf Cs= 1
v 10,10.04-5,23.05
TSE Page: f
Engineering
PURLIN
INPUT: Uniform Loading Span Length
w(DL) w(SL) IS L
Roof(psf) 3 25 1.0 11.4 ft 0
Tributary(ft) 2 2 CS= 1.0
Wall (psf) 0 0
Tributary(ft) 0 0
Floor(psf) 0 0
Tributary(ft) 0 0
Other(plf) 0 0
w(TL) 0
6.0 50.0 56.0 0
plf plf plf
RESULTS:
VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL)
34 34 285 285 319 319 97 812 910
lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs.
DESIGN:
MATERIAL Fb x CF Fv Fc(perp) E x 10^6
Manuf.Lbr. CD 1.15
Timber CH 1
Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15
psi psi psi psi Ci 1
b d A S I
1.5 5.5 8.25 7.6 21
in. in. In.A2 in.A3 in.A4
fv= 53 psi Brg.Lgth.= 0.044 ft. CL= 1.000
fb= 1440 psi GL Cv= N/A R= NIA
A (DL) = 0.08 in. A (LL) = 0.70 in. A (TL) = 0.79 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv/Fv' = 0.62 L/ 195 for LL> L/180 ok
fb/FU = 0.99 L/ 174 for TL> L/120 ok
USE 2x6 HF#2 @ 24" oc
Table 1604.3
v 3.3.03
TSIE Page:
Nngineering
Pf= 25 CS= 1.0 1= 1.0 trib width= 6
RAKE BEAM PD= 3
I J. W .I, I_ _I,
t �
RA RB
1.75 1.75 1.75 1.75 1.75 1.75
L= 10.5 -
INPUT:
w(DL) plf 26 26 26 26 26 26
w(LL) plf 150 '150 150 150 150 150
w(TL) plf 176 '176 176 176 176 176
P (DL) lbs
P (LL) lbs
P (TL) lbs 0 0 0 0 0
RESULTS:
RA(TL)= 924 lbs. RB(TL)= 924 lbs.
VA(TL) = 924 Ibs.(max.) VB(TL) = 924 Ibs.(max.)
MA(TL)= 0 ft.lbs. MA-B(TL) = 2426 tt.lbs.(max.) MB(TL)= 0 ft.lbs.
A(DL)= B(DL)= 0.025 In. A(DL) _
0(LL) _ A(LL) = 0.144 In. 0(LL) _
A(TL)= A(TL) = 0.169 In. 0(TL)_
BEAM PROPERTIES:
MATERIAL Fb x CF Fv Fc er Ex 10^6 _
Manuf.Lbr.
Timber
Dimen. Lbr. DFL#2 900 150 625 1.6
psi psi psi psi
b d A S I _Bji g, _gLi . CD 1.15
1.5 11.25 16.88 31.6 178.0 0.08 CH 1
in. in. in.^2 in.^3 in.^4 It. Cr 1
Ci 1
STRESSES:
fv= 67 psi fv= 67 psi
fb = 920 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv'= 0.39 fv/ Fv' = 0.39
fb/Fb' = 0.89
RATIOS OF SPAN TO DEFLECTION:
L/ 875 for I_L
L/ 745 for TL
USE 2x12 DFL#2
v 3.3.03 PLUS 2x6 LEDGER
TSE Engineering Page:
MECHANICAL CONNECTIONS Description of Connection:
Truss Block Bolts
INPUT:
"WW"or "SS" or "B" Connector Main Member Side Member
"wM" ? "DS" ? or"L"? Diameter Bend Yield Specie Thickness Dowel Brg Thickness
ww DS B 0.75 45 HF 5.625 4.8 1.5
in. ksi in. ksi in.
36
Parallel to Grain Loading
Fem = 4.8 ksi RESULTS:
Re= 1
Rt= 3.75 YIELD MODE Im, Z= 5063
K(theta) = 1
p= N/A YIELD MODE Is, Z= 2700
cl = 4
c2 = 2 YIELD MODE II, Z= N/A
C3= 0
c4= 0 YIELD MODE Illm, Z= N/A
C5= 1.6
C6= 1.6 YIELD MODE Ills, Z= 2191
k 1 = 1.254308
k 2 = 1.081666 YIELD MODE IV, Z= 2983
k 3= 1.947457
k= 1.741464 Z= 2191 lbs.
,See 1)4 ivy
TSE Engineering Page: I
MULTIPLE BOLT CONNECTIONS Description of Connection:
Truss Block Bolts
PARALLEL TO GRAIN LOADING
GEOMETRY FACTOR
Bolt Diameter= 075 in.
Bolts per Row= 1
Number of Rows= 2 Ca
Row Spacing = 3 in. >=1.5D, o.k.
Edge Distance= 1.25 in. >=1.5D, o.k.
Bolt Spacing = 6 in, >=3D o.k. 1.000
End Spacing = 6 in. >=3.5D, o.k. 1.000
T or C Connection ? T
CA = 1.000
GROUP ACTION FACTOR
Ern = 1 A x10^6 psi
Am = 19.25 in^2 EmAm = 26950000
Es= 1.4 x10^6 psi
As = 16.5 inA2 EsAs= 23100000
Ren= 0.857143
y= 116913.4
u = 1.028198
m = 0.789051
Cg= 1.000
LOAD DURATION FACTOR
CD= 1.15
PENETRATION DEPTH FACTOR
p = N/A
Cd = 1.000
TRUSS REACTION:
Snow= 25 P= 3696 OK
1= 1 Cs= 1 0.73
Span= 22 DL= 3
Bay= 12 OH= 0
CONNECTION ALLOWABLE FORC
Z' = Z Co Cg CD * Cd * Qty.
2191 0/ 1,000 1.000 1.15 1.000 2
Allowable Z'= 5039 lbs.
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Permit#1546
Address Payment Info
Address 17823 31 ST DR NE Receipt# 1206717
City ARLINGTON Date 7/14/2017
State WA Paid By Permabilt Industries, Inc.
Zip 98223-7758 Description
Payment Type Check#20560
Accepted By Kristin Foster
Fees Paid
Total Amount
Fee Fee Description Factor Fee paid
Amount
Building Plan Review Fee 345.83.00.00 0 269.17 269.17
Total Payment:269.17
Permit Information
Date 7/14/2017
Permit Number 1546
Project Name Medina
Applicant Name Town and Country Post Frame Xdg.
Applicant Address 16521 Hwy 99#C
City,State,Zip Lynnwood,WA 98037
Contact Theresa Umbaugh
Phone 425-743-1555
Email permit rm ilt
Permit Type R idential ss trAIN
Site Addre 1 3 31 st riv E
val t n 796 0
AtatuN A lied
Pe it Is ed `
rmi xpir
uar Feet 484
Type of Construc ' n/ cup cy Load
Stories 1
—Nt—oposed Use Accessory Structure
Assigned To Kristin Foster
Property Information Owner Information
Parcel#:00621300007500 MEDINA NICK&MARIA
MEDINA NICK&MARIA 17823 31ST DR NE
17823 31ST DR NE ARLINGTON,WA 98223
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
OWN&COUNTRY POST Jeremy 425-743- I abor&
FRAME BUILDINGS Hammar 1555 permits@permabilt.co CONTRACTOR Industries TOWNCPF099L
Review
Date Type Description Tar et Date Completed Date I Assigned To Status
7/14/2017 IlResidential Accessory Structure 7/21/2017 lRick Karns 11in Review
7/14/2017 lResidential Accessory Structure 7/21/2017 1 11SIova Heaton Illn Review
Fees
Fee Description Notes Amount
Building Plan Review Feel 345.83,00,01 1 $269,17
Totall $269.1
Payments
Date Paid By Amount I Descri tion Payment Type Accepted ted By
7/14/2017 IlPermabilt Industries, Inc. $269.171 lCheck#20560 jKristin Foster
Totall $269.171 Amount Outstanding:$0.0
Notes
Date Note
7/14/2017 Snohomish County Health District approval has been applied for
Uploaded Files Upload File
Date File Uploaded B
7/14/2017 2:15:06 PM 1546 Structurals.pdf Foster.Kristin x
7/14/2017 2:15:06 PM 1546 Site Plan.pdf Foster,Kristin x
7/14/2017 2:15:06 PM 1546 Plans.pdf Foster,Kristin x
7/14/2017 2:15:06 PM 1546 Application.pdf Foster,Kristin X
7/14/2017 2:15:06 PM i 17823 31 st Drive NE Plan Review Receipt.pdf Foster,Kristin x
7/14/2017 2:15706 PM 117823 31 st Drive NE Drainfleld. f Foster,Kristin x
A A
n ,S
J
.Y
RESIDENTIAL ZONING
VERIFICATION APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE• Arlington,WA 98223 • Phone(360)403-3551
(Please allow 72 hours for review)
Project Address: 17823 31st Dr NE, Arlington, WA 98223 plat:
Owner/Applicant: Theresa @ Town & Country Post Frame Bldg for David Maria Harmon
Address: 16521 Hwy 99 #C City: Lynnwood State: WA Zip Code: 98037
Phone: 425-743-1555 mail: permits@permabi1t.com
Describe Proposal (include cross street):
Construct detached, post-frame, workshop, shell only, 221x22 ' with 8 ' eave height.
Existing gravel access off 31st Dr. NE, cross street 179th St NE.
Please check one: ❑ Single-family dwelling El Duplex ❑ Addition El Accessory structure
1. Proposed Dimensions: W) 221 L) 221 H) 11.6 ' Total SF) 484sf
2. Allowed Lot Coverage: Total Lot Size 10, 019 SF x 35% = 3507 SF NaN
3. Actual Lot Coverage: (SF of all structures') 2502 10, 019 (lot size) = 25 0 %
(Structures only)
4. Septic Tank? ZJYes UNo Private Well on Site? LlYes U No
If so,please provide Snohomish County Health Departmentapproval and indicate on site plan.
5. How many trees greater than 12"diameter will be removed? NSA if any, please indicate on site
plan.
6. Appliances permanently connected to water service may require Cross-Connection-Control.
(Check all that appl}j
�i Fire Sprinkler System Medical Equipment
Lawn Sprinkler System L�� Livestock Drinking Tanks
�( Decorative Pond/Fountain �'I Hot Tub
Re-circulating Heating System Swimming Pool
Other
Applicant Signatur Date: 6-19-17
This square footage should include t e footpri !ar of all structures on the property including:house,garages, sheds,covered
patios,and decks permitted by the building code.
Rev 0412013
«. � i ,r;i
I
1
I
Y, RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
�►��,�TC`O City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 - Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2) SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: 17823 31st Dr NE, Arlington, WA 98223 Plat:
❑ Single-family ❑ Duplex Q' Townhouse Addition CJ Accessory structure
Proposed Area: 1s` Floor: 2"d Floor: Garage: 484sf Total SF: 484sf
Describe Proposal (include crass street):
Construct detached, post-frame workshop shell only, 22 ' x 22 ' with 8 ' eave height.
Existing gravel access off 31st Dr. NE, cross street 179th St NE.
Valuation: $17, 962
owner: Nick and Maria MedinaZPWl D * rnkt&P� 0d?_M0tQ
Address: 17823 31st Dr. NE City: Arlington State: WA Zip Code: 98223
Phone: 425-876-5369 Email:
Applicant: Theresa @ Town & Country Post Frame Bldgs
Address: 16521 Hwy 99 #C City: Lynnwood State: WA Zip Cade: 98037
Phone: 425-743-1555 Email: permits@permabilt.com
Contractor: Town & Country Post Frame Bldgs
Address: 16521 Hwy 99 #C City: Lynnwood State: WA Zip Code: 98037
425-743-1555
Phone: Email: permits@permabilt.com
Contact Person: Theresa License Number: TOWNCPF099LT Expiration: 6/30/19
6116LP
Page 1 of 3
♦ � � � a
RESIDENTIAL PERMIT APPLICATION
• • Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE -Arlington, WA 98223 - Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved}
(Check all that apply and indicate the number of fixtures proposed) n/a - if plumbing, owner to
obtain
❑ Bath/Shower Combo (4.0) x ❑ Sink (1.5) x
Shower (2.0) x ❑ Lavatory (1.0) x
❑. Clothes Washer (4.0) x ❑ Water Closet(2.5) x
Dishwasher (1.5) x Water Heater x
❑ Hose Bibb(2.5) x Water Heater Model #
❑ Other (list) x
Plumbing Section Continued
Proposed Water Piping Size: Proposed DWV Material:
Proposed Piping Material: Proposed DWV Size:
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6116LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
1NC'
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances: n/a
U Furnace(80+) Model # AFUE
U Heat Pump Model# SEER HSPE
AC Unit Model# SEER
Type II Hood Commercial Cooking Appliance Hydronic Piping
Boiler Solid-Fuel Appliance PV System
Fireplace Insert Outdoor BBQ U Storage Tank
�1 Freestanding Stove Gas Piping Other
Gas Piping information
Not Applicable:
Pipe Material: . Pipe Size: Total BTU's of all Appliances:
Distance from Meter to Furthest Appliance:
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps(drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: IEUZ� Date: 6-19-1 7
Print Applicants Name: Ul
6/16LP Page 3 of 3
Date: 03/18/2026
Permit#: 1546
Permit Date: 07/14/2017
Review Date: 07/14/2017
Permit Type: ACCESSORY STRUCTURE
Review Type: ASSESSORY STRUCTURE
Target Date: 07/21/2017
Scheduled 00:00
Time:
Completed 08/01/2017
Date:
Description: Drainage needs to be addressed if project triggers thresholds for drainage. The area shown as
existing gravel drive was a planter as of 8/2014. Was this a permitted improvement?Was
drainage for the driveway addressed? Provide some clean rock infiltration for the roof drainage.
Review
Status:
Assigned To: Nova Heaton
Time In: 00:00
Time Out: 00:00
Hours: 0.0
Property Information
Parcel#: 00621300007500 MEDINA NICK& MARIA
MEDINA NICK&MARIA 17823 31 ST DR NE
17823 31 ST DR NE ARLINGTON, WA 98223
Zoning: I I I Single Family Residence -
DetachedLot: Block:
Permit#: 1546
Permit Date: 07/14/17
Permit Type: ACCESSORY STRUCTURE
Project Name: Medina
Applicant Name: Town and Country Post Frame Bldg.
Applicant Address: 16521 Hwy 99 #C
Applicant, City, State, Zip: Lynnwood, WA 98037
Contact: Theresa Umbaugh
Phone: 425-743-1555
Email: permits@permabilt.com
Scope of Work: Accessory Structure
Valuation: 17962.00
Square Feet: 484
Number of Stories: 1
Construction Type:
Occupancy Group:
ID Code:
Permit Issued:
Permit Expires:
Form Permit Type:
Status: VOID/WITHDRAWN
Assigned To: Kristin Foster
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
00621300007500 17823 31 ST DR NE MEDINA NICK& 111 Single Family
MARIA Residence-Detached
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
TOWN&COUNTRY
POST FRAME 425-743-1555 16521 HWY 99 CONSTRUCTION UBI 600 461 076
BUILDINGS #C CONTRACTOR
TOWN&COUNTRY 16521 HWY 99 CONSTRUCTION Labor&
POST FRAME 425-743-1555 TOWNCPF099LT
BUILDINGS #C CONTRACTOR Industries
Plan Reviews
Date Review Type Description Assigned To Review Status
07/14/2017 ASSESSORY STRUCTURE z.Rick Karns
Drainage needs to be addressed if project triggers
thresholds for drainage.The area shown as existing gravel
07/14/2017 ASSESSORY STRUCTURE drive was a planter as of 8/2014.Was this a permitted Nova Heaton
improvement?Was drainage for the driveway addressed?
Provide some clean rock infiltration for the roof drainage.
Fees
Fee Description Notes Amount
Building Plan Review Table 4-2 $269.17
Total $269.17
Payments
Date Paid By Description Payment Type Accepted By Amount
07/14/2017 Permabilt Industries,Inc. Check 420560 Kristin Foster $269.17
Outstanding Balance $0.00
Notes
Date Note Created By:
10/13/2017 Applicant has withdrawn submittal due to Health Department denial.KF Kristin Foster
Do not issue until the Health Department approves.At this time the Health Department has
08/23/2017 denied the application requesting revisions.See the uploaded Health Department letter for more Kristin Foster
info.KF
07/14/2017 Snohomish County Health District approval has been applied for. Kristin Foster
Uploaded Files
Date File Name
08/23/2017 2551374-1546 8-23-2017 Health Department Letter.pdf
07/14/2017 2447906-17823 31st Drive NE Drainfield.pdf
07/14/2017 2447907-17823 31st Drive NE Plan Review Receipt.pdf
07/14/2017 2447908-1546 Application.pdf
07/14/2017 2447909-1546 Plans.pdf
07/14/2017 2447910-1546 Site Plan.pdf
07/14/2017 2447911-1546 Structurals.pdf