HomeMy WebLinkAbout917 E 2nd St - BuildingBUILDING PERMIT
CITY OF PORT ANGELES
Attn: Building Permit Technician
321 F. Fifth St. Port Angeles, WA 98362
(360) 417 -4815 lax (360) 417 -4711
Applicant e53 bAAIKS
Property Owner \Fe")
Property Owner's Address 917 eks- 2/ o r.
Contractor
Contractor's Address
License Expires
PROJECT ADDRESS `317 E�+s 2�1 65"
Parcel Number 060?,00072.8 s r 00000
Proiect Time Brief Description:
Check all that apply
XNew Construction
o Addition
o Remodel
o Repair
Demolition
o Re -roof
o Heat System
o Other
Basement
1 Floor
2 Floor
3rd Floor
Garage
Carport
Covered Porch
Deck
Shed
Other
Max. height of proposed structures 2.5
Will a lawn sprinkler system be installed
Will a fire sprinkler system be installed?
x Residential Multi- family
ro 2G X 3 4 i,AIRAGE
7a
CP c°3-
8$A 6o Fr.
ft.
30(o 562.. Pr.
Occupancy group
Occupant Toad
Construction type
APPLICATION Print in ink
Signature
+,fir iti1
For City Use Only
Date Received tv
Permit -6, 33
Date Approved
Phone (34v0) 44 3 350
Phone (,0) AC, 1
PA 1 LuA 9F33( 2
Phone
E -mail
Lot /4 Zoning g T7
o Commercial o Industrial
J w
X
o House o garag o other o tear off re -roof o lay over one layer
o Heat pump o Wood-burning stove o gas fireplace_n Eellet stove o other
Floor Areas Existing (sq. ft.) Pro sed (sq. ft.) �l lita
TOTAL. VALUATION
Total footprint of structures 2017 sq. ft. Lot size 7C J`'7 sq. ft. Lot coverage
Site Coverage the amount of impervious st{rface on a parcel, including structures, paved. driveways sidewalks, patios,
and other impervious surfaces. (see PAMC 17 94 135 for exemptions) Site coverage3O.
I have read and completed this application and k low it to' be true and correct. 1 am authorized to apply for this permit and understand
that it s my responsibility to determine what permits are required, and to obtain permits prior to wp king on proj�sts.
Date C /tn nC Pl int Name �J
T Fours /Building Division/Bldg Permit.doc
per sq. ft.
of bedrooms
of full baths
of half baths
,__37.1 Z'
7 QA
X19 778
O
n
t
4
:4
et:
4,
4.9
44 4f4
st.
lk■ ;4, Al
t
4 I
,sf•
144,; 'TAT
.8
50'
31
10'
Ex%s r t kornE
8Z7 sa F1
r
Zriktr,
26`
PRoPERTK LINE
32�
15
MO
5' E 'LaN
32
F 3'-
L' 1
WWY k5
PRoPEK t t E
PROP05o
GARAGE
884 so. FT
SC ALE
NOT
'/8 t� 0
2C I 9' 1
9 1
/i
f
Id
ALLEY
Garage
Structural Design
for
Jesse R. Banks
917E 2nd St.
Port Angeles, WA 98362
4 SEASONS ENGINEERING, INC
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
4SEASONS
ENGINEERING, /NC.
City of Port Angeles Building Official
321 East Fifth St.
Port Angeles, WA 98362
Subject: Scope of Engineering for
1 Lateral Forces
2. Beams and Headers
3 Foundation
Sincerely
John E. Partch, P E
Structural Design
Jesse R. Barks
917E 2nd Si.
Port Angele, WA 98362
(360) 452 -3023 Fax (360) 452 -3047
619 S. Chase Street Port Angeles, WA 98362
Enclosed is the structural design of the Garage for Jesse R. Banks
June 17, 2009
At this time, portions of this structure that have been reviewed by the engineer
include
Please give me a call if you need any additional information
Structural Design
Jesse R. Banks
917 E. 2nd St.
Port Angeles, WA 98362
DESIGN CRITERIA
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
SNOW ROOF 25 PSF
LIVE LOAD 40 PSF (FLOOR)
DEAD LOAD 10 PSF (FLOOR)
DEAD LOAD =10 PSF (ROOF)
DEAD LOAD 7 PSF (CEILING)
WIND SPEED, VFM 85 MPH
3 SEC GUST, Vas 100 MPH
EXPOSURE B
SEISMIC ZONE D,
SOIL BEARING 1500 PSF
REFERENCES
(1)
(3)
(4)
(5)
(6)
(9)
(10)
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
Fv =180 PSI
E= 1 6 (10) PSI
DOUGLAS FIR/LARCH #1- 2 4 x
Fb 1200 PSI
Fv 180 PSI
E= 1.8 (10) PSI
HEM FIR #2 -2&4x
Fb 850 PSI
F 150 PSI
E= 1.3 (10) PSI
GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
F 265 PSI
E= 1 8 (10) PSI
INTERNATIONAL BUILDING CODE 2006
INTERNATIONAL RESIDENTIAL CODE 2006
MINIMUM DESIGN LOAD FOR BUILDING AND OTHER STRUCTURES ASCE7 -05
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 (NDS -05)
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 2005 (ACI 318 -05)
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 2005 (ACI 530 -05)
SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS 2005 (ASCE 360)
CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
ROSBORO -APA WOODC4D, VERSION 1 1 by ROSBORO GLULAM RESOURCES 2000
RISA -2D RAPID INTERACtIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 6.5
Footings and other unformed surf ices.
earth face 3'
General Notes
1 Ground snow load 25 PSF roof snout load 25 PSF
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone D1
4. Wind, VFM 85 MPH, 3 second gust, V s 100 MPH, Exposure 'B'
5. Notations on drawing relating to framing clips, joist hangers and other connecting devices refer to catalog numbers of connectors
manufactured by the Simpson Strong -tie Company San Leandro, CA. Equivalent devices by other manufacturers may be
substituted, provided they have ICBO approval for equal load capacities.
6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval prior to
fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate roof snow Toad
and appropriate snow drifts as noted h the IBC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be Unified to U360. Total load deflection will be limited to L/240.
7 Girder trusses shall be attached to wal framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections
have been completed in accordance with the plans.
9. Contractor shall be responsible for all 1 he required safety precautions and methods, techniques, sequences or procedures
required to perform his work.
10. Contractor initiated changes shall be s ibmitted in writing to the structural engineer for approval prior to fabrication or
construction.
11 Drawings indicate general and typical letaiis of construction, where conditions are not specifically indicated but are of similar
character to details shown, similar deti lis of construction shall be used.
General Concrete Notes
(Th a Following apply unless shown on the plans)
1 All materials and workmanship stall conform to the requirements of the drawings, specifications, and the 2006 International
Building Code.
2. Concrete shall attain a 28 day strc ngth of F'c= 2500 psi, 51/2 sacks of cement per cubic yard of concrete.
3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi.
4. Reinforcing steel shall be detailed (including hooks and bends) in accordance with 30 bar diameters or 2' -0' minimum.
Provide corner bars in all wall intersections. Lap corner bars 30 bar diameters or 2'-0' minimum.
5. Lap adjacent mats of welded wire mesh one full mesh at sides and ends.
6. No bars partially embedded in har iened concrete shall be field bent unless specifically so detailed or approved by the
structural engineer
7 Concrete protection (cover) for reinforcing steel shall be as follows:
Formed surfaces exposed to earth, walls below ground, or weather
#6 bars or larger 2'
#5 bars or smaller 1 1/2'
Walls Interior face 3/4'
8. Footings shall bear on solid unyie ding natural earth free of organic material
Single story structures 12' )elow original grade
Two story structures 18' )elow original grade
Three story structures 24' )elow original grade
9. Concrete slabs in living spaces sl be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 2' clean damp sand, over 6 mil
vapor barrier over 4' crushed roc over compacted subgrade.
10. Other concrete slabs shall be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 4' crushed rock, over compacted
subgrade.
4
Wood Framing Notes
(The Following apply unless shown on the plans)
1. All wood framing details not shcwn otherwise shall be constructed equal to or better than the minimum standards of the 2006
IBC.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be In accordance with Table 2304.9.1 of the
2006 IBC
3. All structural framing lumber su :h as 2x_ joists, and rafters to be Douglas Fir No. 2, Spruce /Pine /Fir No. 2, or Hem/Fir No. 2 kiln
dried.
4. All 2x_ studs and blocking to be Douglas Fir construction, Spruce /Pine /Fir construction, or Hem/Fir construction grade.
5. All structural posts to be Douglas Fir No. 2.
6. All structural headers to be 4x_ Douglas Fir No. 2.
7 All Glu -lam beams to consist of I ouglas Fir kiln dried 24F -V4 standard grade unless noted otherwise on plans.
8. All 2x framing lumber exposed td weather and /or moisture shall be Hem -Fir No.2, pressure treated in accordance with the
American Wood Preservers Association standard for above ground use.
9. All 4x and 6x structural lumber e/Cposed to weather and /or in ground contact shall be Hem -Fir No.2, pressure treated In
accordance with the American W )od Preservers Association standard for ground contact use.
10. Framing connectors, nails, bolts, and other fasteners in contact with pressure treated wood shall have the following finishes:
Wgod Treatment
CCA-C and DOT Sodium Borate (SBX)
ACQ-C, ACQ -D, CBA -A, CA -B, Other Borate (Non
DOT)
Steel Ammoniacal Copper Zinc' Arsenate (ACZE)
and other pressure treated woods.
I Finish
I Galvanized, 0.60 oz/ft
Post Hot -Dip Galvanized, ZMAX galvanized, 1.85
oz/ft or SST300- Stainless Steel
I SST300Stainless Steel
11. When using Stainless Steel or hot -dip galvanized connectors, the connectors and fasteners should be made of the same
material. Stainless Steel fastener; shall not be use in applications where contact with Galvanized and Post Hot -Dip Galvanized
metals will occur
12. Individual members of built -up pc sts and beams shall each be attached with 16d spikes at 12' o.c. staggered.
13. All columns in framed walls to be well nailed into adjacent framing in order to resist lateral movement.
14. Provide solid blocking for wood c. rlumns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2 10 headers over and one trimmer and one king stud each side of all openings 5 feet or less
in width in stud bearing walls not Detailed otherwise.
16. Provide 4x10 headers, or double 2 c10 headers over and two trimmers and one king stud each side of all openings greater than
5 feet in width in stud bearing walls not detailed otherwise.
17 Provide 4x8 headers, or double 2x 3 headers over and double studs each side of all openings in non structural stud walls not
detailed otherwise.
18. At joist areas: Provide solid blocking at bearing points and at intermediate bearing locations. Provide double joists under all
load bearing partitions. Provide double joists each side of openings unless detailed otherwise.
19. Provide double joist headers and double joists each side of all openings in floors and roofs unless detailed otherwise.
20. Toenail joists to supports with 2 17 nails, 2 -10d box nails for TJI joists.
21 Attach joists to flush headers and 1 seams with Simpson 'U' series metal joist hangers to suit the Joist size.
22. All wood stud walls shall have iowur wood plate attached to wood framing below with 16d nails at 12' o.c. staggered, unless
otherwise noted in the shearwall schedule.
23. Plywood roof and floor sheathing u otherwise noted on plan shall be laid up with face grain perpendicular to supports
and nailed with 8d nails 6' o.c. to framed panel edges and over stud walls shown on the plans at 12" o.c. to intermediate
supports. Provide approved plywo ld clips 16' o.c. at unblocked roof sheathing edges. Provide solid blocking at lines of
support at floors. Toenail blocking to supports with 16d 12' o.c. unless otherwise noted in the shearwall schedule.
24. Provide continuous solid blocking lit mid height of all stud walls over 10' in height unless wall is blocked per shear wall note.
25. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear wall schedule
for further notes.
5
SCE7 -05 METHOD 1 WIND ANALYSIS WIDTH LENGTH LEAST DIM UILDING DESCRIPTION ?6 s 341 261
IRST FLOOR
ECOND FLOOR
ROOF HEIGHT 4
(EAR ROOF HEIGHT 18
A 2.6 1 3 3 ;2A 6.0
VIND EXPOSURE 1. :B'
VIND SPEED 100 MPH
OOF PITCH 1 7 1 121 30.261
XL.P.3o
'._x a.= Iw= 1LC1 Pe30= LC1,FI' LC
RREA A, p, 1.00 11 17.80 17.80 17.80
IREA B, ps30 1.00 11 12.20 12.20 12.20
1REA C, ps30 1.00 11 14.20 14.20 14.20
IREA D, ps30 1.00 11 9.80 9.80 9.80
REA E, ps30 1.00 11 1 40 1 40 1 40
1REA F, ps30 1.00 11 10.80 10.80 10.80
1REA G, ps30 1.00 11 0.50 0.50 0.50
1 tREA H, ps30 1.00 11 -9.30 -C. 30 -9.30
oh 1.00 11 -6.30 -t.30 -6.30
3 oh 1.00 11 7.20 -i .20 -7.20
;OMPONENTS AND CLADDING
2OOF AREA WL +DL
LONE 1, 50sgft 1.001 11 15.91 15.90 -5.90
ZONE 2, 50 sqft 1.001 11 18.91 18 90 -8.90
ZONE 3, 50sgft 1.001 11 18.91 18.90 -8.90
EAVES Z2 1.001 11 -28.41 -28 40 18.40
WALL AREA
ZONE 4, 50sgft 1 1.001 11 17 61 17 60
ZONE 5, 50 sgft 1 1.001 11 -20.31 -20 30
TRUSS UPLIFT CALCULATION
LONGEST TRUSS Ct 2 FT OC
EAVES
ROOF DEAD LOAD
TRUSS UPLIFT
HURRICANE CLIP
2006 IBC ASCE7 -05 LATERAL LOADS
ASCE7 -05 SEISMIC ANALYSIS SIMPLIFIED CRITERIA
S1 1 0:60;.
Ss 1100?
SITE CLASS
Fv
Fa
Sm1
Sms
Sd1
Sds
IMPORTANCE FACTOR
(SEISMIC DESIGN CATEGORY
LC2,P !RESPONSE MODIFICATION FACTOR ,812
17.801# OF STORIES ;2
12.201F 1.1
14.201SEISMIC BASE SHEAR COEFFICIENT= 0.124
9.80
1 40
10.80
0.50
-9.30
-6.30
-7.20
*AREA
-82.6
106.8
-73.6
2
10
263
H1
1:60.
'1 10
0.75
1 10
0.50
0.73
Ca
00
7
00
3
10' 10 °0'40.04 (1x, 1DR.) 10 °7° CHO. DR, (4x10»08.).
10' 40. OR
cy
�Qx6 Dl. 7Y_P. AgytttQIC;.814i. TYR
FOCF oF.
FiR.tystE
I 3Yax15--3:7.2,..,.
p.oQ p- &/v,
t/) I O
S'.8'
d1
0i]
5' e
s
.9
V
tn
0
OD
LATERAL LOADIN
MAIN LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREAXPRESSuREVLENGTH SHEAR
UPPER ITRIB WIDTH 1 HEIGHT 1 PS FORCE LENGTH' SHEAR
LEVEL IAREA FT 1 FT 1 PSF LBS FT PLF
eo A_ Tsv 1 17.80
60 1 80 1 12.20
14.20
110 !If i8, =I 9.80 3726.4 26 17.80
1 12.20
7.5 14.20 I
IA
B
ID
2 IA
I B
IC
ID
3 A
B
D
4 A
B
C
D
5 A
B
D
TRIB
AREA
A
B
D
4 A
B
D
5 A
B
C
D
LOWER
LEVEL
3
80 if
Ito; 1:2_ `10
L 1�J
_77
1 ;6:07 4
WIDTH 1 HEIGHT
FT 1 Fr
60 1 100 1
60 1 80 1
r 11 80 1
60 1 140 1
:14117.
1..7 I 1
170 1 140 „II
ETC:
!ROOF
'FLOOR
WALL
2453.4 26 94 4 ETC.
IROOF
FLOOR
WALL
2886.8 84.9 IETC
ROOF
FLOOR
WALL
84.9 ETC.
LENGTH' SHEAR TRIB
Fr PLF _AREA
ROOF
FLOOR
WALL
3652.0 '26 140.5 ETC.
ROOF
FLOOR
WALL
2886.8 84.9 ETC.
ROOF
FLOOR
WALL
84.9 ETC.
17.80 1
12.20
14.20
9.80
17.80
12.20
14.20
9.80
17.80
12.20
14.20
9.80
PS
PSF
17.80
12.20
14.20
9.80
17.80
12.20
14.20
9.80
17.80
12.20
14.20
9.80
2886.8
FORCE
LBS
2886.8
34
banks.20061RC LATERAL.xls
G ON BRACED WALL LINES
SEISMIC LOADS
AREA
ROOF
FLOOR
WALL
143.3 ETC.
IROOF
IFLOOR
TRIB 1 WIDTH 1 DL
FT 1 PSF 1
WALL 7 8!•0' 3-
40 1 130
13:0
1 15
i 1 10
130 1 15
WIDTH I DL
Fr 1 PSF
170 1 15
140 1 45,
140 1 id,
130 1 15
it
SHEAR
COEFF
0.124
0.124
0.124
0.124
0.124
SHEAR
COEFF
0.124
0.124
0.124
SHEAR
LBS
1564.9
742.1
1468.1
2236.3
2236.3
SHEAR
LBS
1952.1
2236.3
2489.5
SHEAR
PLF
60.2
28.5
56.5
65.8
65.8
SHEAR
PLF
75.1
65.8
73.2
1
Mm* Sheeting Fastener epocbig
oll (Bloc
7/16' 0S8 8d 8' 0C
O OR
15 GA 04" OC
7/16" OSB 8d 0 4" 0C
OR
15GA03'0C
1/2" COX
3 plywood
0 2 X
4
1/2" X
O both skies
0 both stiles
Notes:
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR
8d common 0.131 "dia X 2 -1, /2 min.
104 common 0.148 "dia X 3 "r iin.
8d box 0.113 "dia X 2 -1 /2 "m n.
10 box 0.128'41a X 3 min.
15 GA. staple =0.072 dIa X 1 -1/2" min
2. PROVIDE APA RATED SHEATHING PL
EXTERIOR WALLS AND NAIL PER NOTE 1.
3.
4.
5.
BANKS GARAGE
E. 2ND STREET
PORT ANGELES, WA
8d 03' 00
15 GA 1/2"
104 0 3 OC
10d r OC
5d COOLER 4" OC
OR
5d011904 OC
84 COOLER 0 4" OC
OR
64GM9 OC
SHEAR W)LL SCHEDULE
Froming
backing
size
Intermediate
framing 70 spacing
8d 0 6"
for stud framing 0 24"
8d 0 12"
for stud frpmin 0 16"
8d 0 6" Op
for stud framing 0 24"
8d 0 12" OC
for stud 'Vining 0 16"
8d 0 6' 0C
for stud framing 0 24"
8d 0 12" OF
for stud froinMg 16"
10d06 "OC
for stud tokning 0 24"
10d 012 qc
for stud frarnIng 0 16"
10d 0 6"00
for stud Horning 0 24"
10d 0 12 OC
for stud framing 0 16"
5d cooler 0 4' OC
5dCWB04i00
6d cooler 0 4" OC
6d Otte 04' OC
7 ALL SHEAR PANELS SHALL BE BLOCKED.
2x 240 PLF 2. 3, 6
2 -16d 0 2 -184 0 5/8" X10" 5/8" X10' 480 PLF
12 "0C 8 "0C 0 48" 0.G 030" O.C.
2x 350 PLF
2 -16d 2 -164 0 5/8" X10' 5/8 X10' 700 PLF
0 10 "0C 5"0C 40' 0.C. 0 20' 0.G
3x
or 2 -164 2 -16d 0 5/8" X10" 5/8' X10"
DBL2x 0 7OC 3- 1/2 0 28' 0.G. 0 14" 0.G
3x
or
DBL2x
3x
or
DBL2x
2x
2x
4SEAS0/VS
7
ottom pia
doubled stu
Sheeted I Sheeted 1 Sheeted I Sheeted
one side both skies one stile both sides
2 -16d 0
12W
Anchor Bolts
600PLF 2. 3.4.5,6
2 -16d 2 -164 0 5/8' X10` 5/8' X10' 1200 PLF
06 "OC 3 024'0.C. 012" 0.C.
770 PLF
3-16d 3 -16d 0 5/8" X10' 5/V X10' 1 PLF 2.3' S' 6
0 6 "OC 3'00 •18" O.C. 0 9' 0.0.
5/8' X10'
0 48' 0C.
2 -16d 0 5/8' X10'
10 0 36" 0.0.
COMMON NAILS, FASTER= 57' MEET H1 Ff.LLQ WNG fXt11ER/A
55 01413 -0.086 dia X 1 -5/6' min.
6d cooler 0.092'dla X 1 -7/8" min.
6d GWB 0.092'dlo X 1 -7/8' min.
16d common 0.162"dla X 3-1/2' mM.
7I *,mum Taos
dlowble
shear
980
300 PLF
375 PLF 3. 6
OR OSB APA RATED SIDING .303 OF INNER SEAL OSB RATED PANEL SIDING ON ALL
SPECIFIED SHEATHING AND SIDING PAI JEL EDGES SHALL BE BACKED INTH r OR .3' FRAMING (PER THE TABLE) INCLUDING
FOUNDATION SILL PLATES VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR
VERTICALLY (SEE NOTE 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR 3" FRAMING.
7/18' 0S8 MAY BE SUBSTITUTED FOR 1/2' CDX PLYWOOD IF FRAMING IS SPACED ATM' ON CENTER. OR PANELS ARE APPLIED
111TH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED).
MERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER
SIDE PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3—INCH NOMINAL AND
NAILS ON EACH SIDE SHALL BE STAGGERED.
NAILS TO BE DRIVEN FLUSH WITH SHEATHING. DO NOT OVER DRIVE NAILS.
2. 3.5.6
2.3. 4.5.6
3 6
DATE. JUNE 2009
SCALE:
DRAWN BY' JEP
ENGINEERING, INC (36o) 452-3023 CHECKED:
619 S. Chose St. Port Angeles, WA 98362 SHEET
UPPER
LEVEL
1
2
3
LOWER
LEVEL
3
4
A
4
5
WALL
PANEL
A
A
A
A
WALL
PANEL
A
A
A
B
WIND
SHEAR
PLF
143.3
143.3
41.0
41 0
94.4
94 4
84.9
84.9
84.9 65.8
SHEAR SHEAR
PLF PLF
140.5
140.5
84.9
96.2
84.9
317.2
317.2
317.2
1 1
1 1
SEISMIC! OVERALL
SHEAR HEIGHTI WIDTH
PLF FT 1 FT
60.2 1 26
60.2
28.5 1 26
28.5 8l 26
56.5 1 26
56.5 :18 2:17:7726
65.8 1 34
65.8
75.1
75.1
65.8
74.5
73.2
273.6
273.6
273.6
PERFORATED SHEAR WALL DESIGN
MINIMUM PIER
HEIGHTI WIDTH
MAX OPENING
HEIGHT (FT.)
FT I Fr
1 1
2-1
34 i
1 3141
HEIGHTI WIDTH 1 HEIGHT 1 WIDTH 1MAX OPENING
FT 1 FT 1 FT 1 FT 1 HEIGHT (FT.)
1 261 1 1
1 341 1 1
14-4
1 341 1 I
10 l -,1.91: '101_1
2.21 7 1 2.21
7, 8 417 8 i
banks.2006IRC LATERAL.xls
OF WALL
HEIGHT
21
0
83
0
0
OF WALL
HEIGHT
38
0
0
0
0
RESISTANCE EFFECT1VE 1 DESIGN SHEAR
OF FULL 1 ADJUSTMENT WIDTH 1 SHEAR WALL
HEIGHT SHTHG.1 FACTOR FEET PLF TYPE
1
:60= 1.00 18.00 1 147.9 1
OF FULL
HEIGHT SHTHG.
1.00 26.00 1 29.3 1
0.61 9.18 1 190.9 1
1.00 34.00 65.8 1
1.00 34.00 65.8 1
ADJUSTMENT WIDTH SHEAR WALL
FACTOR FEET PLF TYPE
0.99 22.69 115.0 1
1.00 30.00 74.5 1
1.00 2.90 471 7 3
1.00 2.20 435.2 3
1.00 4.00 273.6 2
WALL DL
TRIO
ROOF
FT
ROOF
FT
13
17
ROOF DLIFLOOR DL1
,77 15P
TRIB
FLOOR
FT
FLOOR
FT
10
UPLIFT
LBS.
644.9
0.0
0.0
0.0
0.0
UPLIFT
LBS.
0.0
0.0
2863.5
1956.6
2045.8
HOLDDOWN
REVD
HDU2
NONE
NONE
NONE
NONE
FALSE
FALSE
NONE
NONE
HDU2
HDU2
HDU2
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Input Data
Check of.2x12.No. 2- Douglas
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 15 psf
Allow. LL Deflection: U240
El,. 1600000 psi
Design Checks
Max. Value
Allowable
of AIIow.
Location
Reaction
475.728
1406.34
34
0'
Reactions and Bearing
Program Version 8.2 12/29/2005
RAFTER -Roof Beam
Support Location Min. Bearing
ft In
0'
15'19/32'
Fir- Larch Dimensional
Main Span: 15'19/32'
Tributary Width: 2'
Live Load: 20 psf
Allow TL Deflection: L/240
F 180 psi
Bending X
psi
678.853
1190.25
57 b
7'6 -5/16'
Reaction
Ib
1.5 475.728
1.5 475.728
Self- weight of member is not included.
Member has an actual/allowable ratio in :.pan 1 of 58 10.
Design is govemed by combined stress NDS 3.9 -1
Goveming Toad combination is Dead +Sn )w Condition 1 w /Pattem Loads.
Maximum hanger forces: 475.728 Ib (Left) and 475.728 lb (Right).
Page 1
11 06/16/09
Designed by John Partch
Checked by
Right Cantilever None
Slope: 712
Snow Load: 25 psf
DOL. 1 150
Fp. 900 psi
Shear LL Deft. TL Deft.
Psi In In
37 431 -0.1512 -0.2563
207 0.7525 0.7525
18? 20? 34 le
141- 11/32' 7'6 -5/16' 7'6 -5/16'
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
11i
4550
4596.16
99
0'
Reactions and Bearing
Support Location Min. Searing
ft In
0
20'
Program Version 8.2 12/29/2005
RI D 3 E BEAM -Roof Beam
Input Data
Design.ot 31/8 x15" 24E=V4- Un-Balanced:Layup- Glulam
Left Cantilever None Main Span: 20'
Check for repetitive use? No Tributary Width: 13'
Dead Load: 10 psf Live Load: 20 psf
Allow. LL Deflection: U240 Allow TL Deflection: L/180
E,. 1800000 psi F 240 psi
Bending X
psi
2329.6
2760
84
10'
2.263
2.263
Reaction
Ib
4550
4550
Self- weight of member is not included.
Member has an actual/allowable ratio in s an 1 of 84 1
Design is governed by bending fb /Fb.
Goveming load combination is Dead +Sn w Condition 1 w /Pattern Loads.
Maximum hanger forces: 4550 Ib (Left) and 4550 Ib (Right).
Page 1
11 10:36 06/16/09
Designed by John Partch
Checked by
Western 1
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fp. 2400 psi
Shear LLDefl. TL Deft.
Psi in In
129.127 -0.7396 1.0354
276 1 1.3333
47 73 V 771
1'3' 10' 10'
(2-
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Input Data
Check of 2x6 No. 2- Douglas
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 10 psf
Allow. LL Deflection: L/240
Eb. 1600000 psi
Design Checks
Max. Value
Allowable
of AIIow.
Location
Support Location
ft
0'
8'2 -1/16'
Reaction
Ib
275.796
1406.34
20
0'
Reactions and Bearing
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 58
Design is govemed by combined stress NDS 3.9 -1
Goveming load combination is Dead +Si low Condition 1 w /Pattern Loads.
Maximum hanger forces: 275.796 Ib (Lef:) and 275.796 Ib (Right).
Program Version 8.2 12/29/2005
PORCH RAFTER -Roof Beam
!Min. Bearing
in
1.5
1.5
Fair- L:arch-Dimensional 1/
Main Span: 8'2 -1/16'
Tributary Width: 2'
Live Load: 20 psf
AIIow. TL Deflection: L/240
F 180 psi
Bending X
pi31
894.046
1547.32
58 ti
4'1 1/32'
Reaction
Ib
275.796
275.796
Page 1
11 06/16/09
Designed by John Partch
Checked by
Right Cantilever None
Slope: 2.5:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
Shear LL Deft. TL Defl.
psi In In
45.042 -0.1445 -0.2035
207 0.4086 0.4086
22I 35 b 49V
5 -1/2' 4'1 -1/32' 4'1 1/32'
i3
4 Seasons Engineering
Project: PORT ANGELES WA
Job* BANKS GARAGE
Client: BANKS GARAGE
Input Data
Check of 4x12:No. 2=3ouglas....'ir -Larch4l4mensional
Left Cantilever None Main Span: 13'
Check for repetitive use? No
Dead Load: 10 psf
Allow LL Deflection: L/240
Eb. 1600000 psi
Design Checks
Reaction E ending X Shear L.L. Dell. IL Deft.
lb' :psf psi In in
Max. Value 1365 721.067 45.229 -0.1451 -0.2031
Allowable 328147 1138.5 207 0.65 0.8667
of Allow 42 63 If 22 V 22 b 23 le
Location 0' 6'6' 11 1/4' 6'6' 6'6'
Reactions and Bearing
Support Location r 'Min; Bearing Reaction
ft In Ib
0' 1.5 1365
13' 1.5 1365 V 2 2- 1 O
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 63 V
Design is governed by bending fb /Fb.
Goveming Toad combination is Dead +S low Condition 1 w/Pattern Loads.
Maximum hanger forces: 1365 lb (Left) ind 1365 lb (Right).
Program Version 8.2 12/29/2005
PORCH BEAM -Roof Beam
Tributary Width: 6'
Live Load: 20 psf
Allow. TL Deflection: L/180
F 180 psi
Page 1
11 1157 06/16/09
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
14
4 Seasons Engineering
Project: PORT ANGELES WA
Job BANKS GARAGE
Client: BANKS GARAGE
Input Data
.Check.:of 51/8 "19 24F -V4Vfl Balanced:Layup Gluiam;
Left Cantilever None Main Span: 10'3'
Check for repetitive use? No Tributary Width: 17'
Dead Load: 10 psf Live Load: 20 psf
Allow. LL Deflection: L/240 Allow TL Deflection: U240
Eb. 1800000 psi F 240 psi
Design Checks
Max. Value
Allowable
of Allow.
Location
Reactions and Bearing
Support Location
ft
0
10'3'
Readtlon
It;
3049.38
4997.21
61 1,
0'
Program Version 8.2 12/29/2005
MMin.,Bearinf
In
1.5
1.5
HDR #1 -Roof Beam
Sending .X
psi
1355.28
2760
49 Ir
5'1 1/2'
Reaction
Ib
3049.38
3049.38
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 51 el
Design is govemed by total deflection.
Governing load combination is Dead +S now Condition 1 w /Pattern Loads.
Maximum hanger forces: 3049.38 Ib (Le ft) and 3049.38 Ib (Right).
Page 1
11 18:26 06/16/09
Designed by John Partch
Checked by
Western: IJ
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1150
Fp. 2400 psi
Shear. LL Defl. TL.Den.
pal In In
86.07 -0.1883 -0.2637
276 0.5125 0.5125
31 I✓ 36? 51
9'6' 5'1 -1/2' 5'1 -1/2'
1 5
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
User Defined Loads
Load came
Dead
Floor Live
Design Checks
Max, Value
Allowable
of Allow
Location
Reaction
Ib
3718.19
4997.21
74 if
0
Reactions and Bearing
Program Version 8.2 12/29/2005
Load
Type
Uniform
Uniform
Support Location Min. Bearing
ft in
0' 1.5
10'3' 1.5
HDR #2 -Roof Beam
Input Data
Design of 51/8 "x9'"24F- V441n- Balanced`I aylup•Giuiamn
Left Cantilever None Main Span: 10'3'
Check for repetitive use? No Tributary Width: 10'6'
Dead Load: 10 psf Live Load: 20 psf
Allow LL Deflection: L/360 Allow TL Deflection: 1/240
Eb. 1800000 psi F 240 psi
Distance(a)to
Start
ft
0
0'
Load
Length
ft
10'3'
10'3'
"'.ending X Shear LL Deft
pel psi In
1652.53 104.096 0.2316
2760 276 0.3417
60 38 Of 67 I
51 1/2' 9' 51 1/2'
Reaction
lb
3718.19
3718.19
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 67 1/%.
Design is govemed by live load deflection.
Governing load combination is Dead +Floor Live +Snow Condition 1 w /Pattem Loads.
Maximum hanger forces: 3718.19 Ib (Le R) and 3718.19 Ib (Right).
Western V
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
F 2400 psi
Page 1
11 17 38 06/16/09
Designed by John Partch
Checked by
Load:at
Start.
Off
98
260
Load at
End
pif
TL:Defl.
in
0.3215
0.5125
62 Ile
5'1 1/2'
If
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Input Data
Design of 31/8" x16": 24F -V4- Un= Balanced Layup- Giulam Western
Left Cantilever None Main Span: 14'
Main Span: 6'
Check for repetitive use? No Tributary Width: 13'
Dead Load: 15 psf Live Load: 40 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb. 1800000 psi F. 240 psi
Design Checks
Max, Value
Allowable
of Allow.
Location
Reaction
x
Ib:
10299.4
10403.6
99
14'
Reactions and Bearing
Support Location MM. :Sear Ina
ft in
0' 2.044
14' 5.122
20' 1.5
Program Version 8.2 12/29/2005
FLOOR BEAM -Floor Beam
Bending :X
POI
1354.5
1457.55
93V
14'
Reaction
Ib
4110.32
10299.4
1502.58
Self-weight of member is not included.
Member has an actual/allowable ratite in span 1 of 93 tt%.
Design is govemed by bending fb /Fh.
Goveming Toad combination is Deac +Floor Live w /Pattem Loads.
Maximum hanger forces: 4110.32 Ib Left) and 1502.58 Ib (Right).
Shear
162.26
240
68 le
12'9'
Page 1
11 1954 06/16/09
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
Fb. 2400 psi
U Deft.
In
-0.1665
0.4667
35 le
6'43/8'
TL Deft.
�In
0.2256
0.7
32 r
6'4 -3/8'
COLUMN #1- Simple Column
4 Seasons Engineering
Project PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Input Data
Span
Span 1
Overall Length
Notes.
Lengths are to center line of bearing.
Elevation Angle is 90 deg.
Bottom is considered to be Dinned.
User Defined Loads
Load Case
Description:
Dead
Notes.
Positive loads act down.
Distances are measured alo ig length of member
Live loads are patterned to 00
Weight of members is not i eluded in the calculations.
Summary of Member Forces Load Combinations
Span Axial Shear
Major Axis
lb lb
1 4550.0
Reactions
Support
1
2
Load
Type
Column Load
Concentrated
Load
Comb.
Dead
Dead
Horizontal Vertical Actual Axial Axial
Span Span Length Unbraced Unbraced
Length Length Length X Length Y
ft ft ft R ft
0' 12' 12' 12' 1'
0' 12' 12'
Shear
Minor Axis
lb
Component
Axial
Bending
Major Axis
ft -!b
Distance(s) to
Start
ft
12'
Bending
Minor Axis
ft-lb
Load
Length
ft
Page 1
11:22:54 06/16/09
Designed by John Partch
Checked by
Load at
Start
lb
4550
Torsion Deflection
Major Axis
ft -lb in
Load at O Offset
End X Y
lb ft fi
0 0
Deflection
Minor Axis
in
Horizontal Horizontal Vertical Moment Moment
Major Axis Minor Axis Major Axis Minor Axis
lb lb lb jt -lb ji -lb
0.0 0.0 4550.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0
IS
4 Seasons Engineering
Project: PORT ANGELES, WA
Job: BANKS GARAGE
Client BANKS GARAGE
Design Data
Check of Member 1 4x6
Material type is No. 2 Douglas Fir Larch- Dimensional
Check for repetitive use? No 1 Top flange bracing is Fully
Braced
Bottom flange bracing is
Fully Braced
1,. =19 7 in^4
S,,= 11.2 inA3
This is not a spaced column
K 1
Lx= 12'
K 1
L =1'
Moist use? No
1„= 48.5 in" 4
Sx 17.6 inA3
Shear G, 1 Snow Cd 1 15
Side loaded? No
Overstress factor =1
Allowable Floor live Toad deflection L/360
Allowable Floor total load deflection =1240
(3 in Maximum)
Member weight used in analysis 0 pif
Critical Design Ch Icks
Axial
pi
2
6 51.693
39 d
12'
CD 1 C, 1 I CL 1
Span 1 0.900 1 1.000 1 1 1.000 1
CD 1 CFb I I CF, 1
Span 1 1.000 1 1.300 1 1.300 1
L/d L /d I L, /d
Limit
Span 1 50 1 26.18 1) 3 43 1
Critical
Reaction
lb
Span 1
Value 0
Allowable 328147
of Allow 0 O/"
Location 0'
Timber Desia 11 Option 1 Check of Member 1 4x6 V
Program Version 8.2 12/29/2005
COLUMN #1- Simple Column
Area =19.25 inA2
Bending X Bending Y
psi psi
0 0
1053 1053
Ole 0 b
12' 12'
C 1 C 1 c 1 C, Cp.
1.000 1 1.000 1 1.000 1 1.000 0.450
CRc 1 Chip 1 CMt I CM. C,Iu
1 100 1 1.000 1 1.000 1 1.000 1.000
FCE I psi
700.232 1
FCE, I
psi
40833.3 1
Notes.
Member has an actual/allowable ratio in span 1 of 39 V
Design is governed by a xial fa/Fa.
Governing load combination is Dead.
Axial capacity of member is 11569.2 lb.
I E. 1.6e+06 psi
Eb 1.6e+06 psi
I G assumed as .06E
Shear
psi
Fb. 900 psi
F,. 575 psi
F 1356 psi
F 625 psi
F 180 psi
Actual density 35 pcf
0
162
0I'
5 -1/2'
Fbe I
Psi
le+06 1
Page 2
11:22:54 06/16/09
Designed by John Partch
Checked by
LL Defl.
in
TL Dell.
in
0 0
0.4 0.6
0 0 l
0' 0'
1 C1. 1 CH 1 CT
1 0.993 1 1.000 1 1.000
1 Cm, 1 CMx I R,,
1.000 1 1.000 1 0
K I c I F°
psi
0.3 I 0.8 l 1336.5
COLUMN #2- Simple Column
4 Seasons Engineering Page 1
Project: PORT ANGELES WA 11:25.59 06/16/09
Job: BANKS GARAGE Designed by John Partch
Client: BANKS GARAGE Checked by
Input Data
Span
Span 1
Overall Length
Notes.
Lengths are to center line of bearing.
Elevation Angle is 90 deg.
Bottom is considered to be pinned.
User Defined Loads
Load Case Load
Type
Description: Column Load
Dead Concentrated
Notes.
Positive loads act dowp.
Distances are measured along length of member
Live loads are patterned to 100
Weight of members i; not included in the calculations.
Summary of M mber Forces Load Combinations
Span Axial Shear Shear Bending Bending Torsion Deflection Deflection
Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis
1b 16j lb ft -lb ft -lb .ft -lb in in
1 8660.0
Reactions
Horizontii1 Vertical Actual Axial Axial
Span Span Length Unbraced Unbraced
Length Length Length X Length Y
ft ft ft ft .t
0' 8' 8' 8' 8'
0' 8' 8'
Component
Axial
Distance(s) to Load Load at Load at Offset Offset
Start Len th Start End X Y
ft ji lb lb ft fi
8' 8660 0' 0'
Support r oad Horizontal Horizontal Vertical Moment Moment
i (omb. Major Axis Minor Axis
1b lb Major Axis Minor Axis
lb jt -lb ji -Ib
1 Dead 0.0 0.0 8660.0 0.0 0.0
2 Dead 0.0 0.0 0.0 0.0 0.0
2
0
COLUMN #2- Simple Column
4 Seasons Engineering
Project: PORT ANGELES WA
Job: BANKS GARAGE
Client: BANKS GARAGE
Design Data
Material type is No. 2 Douglas
Check for repetitive use? No
Moist use? No
1,, 48.5 in^4
Sx 17.6 in ^3
Shear CH 1 Snow Ca= 1.15
Side loaded? No
Timber Desian 1 Ootion 1 Check of Member 1 4x6
Check of Member 1 4x6
Fir -Larch -Dimensional
Top flange bracing is Braced
At Supports
Bottom flange bracing is
Braced At Supports
Ir 19 7 in ^4
SY 11.2 in ^3
I This is not a spaced column
I Kx 1
Overstress factor 1
Allowable Floor live load deflection L/360
Allowable Floor total load deflection L/240
(3 in Maximum)
Member weight used in analysis 0 plf
Critical Design Checks
Critical
Reaction
lb
Axial
psi
Span 1
Value 0 -449./37
Allowable 328147 558.0
of Allow 0 l/ 81 it
Location 0' 0'
CD 1 C,
Span 1 0.900 I 1.000
Limit I L� /d I L I
Program Version 8.2 12/29/2005
Lx =8'
Kv= 1
Lr =8'
Area 1925 in ^2
Bending X Bending Y
psi psi
0 0
1046 1053
0 1 0
0' 0'
Ct. I Cv 1 Q. 1 C,
0.99 1 1.000 1 1.000 1 1.000
CD 1 CFb I CF9 I CPC I CMb l
Span 1 1.000 1 1.300 1 1.390 11 100 I 1.000
Fcg
psi
CMt I
1.000 1
FCEY I psi
Span I 1 50 1 17 45 1 2743 1 1575.52 1 638.021 1
Notes.
Member has an actual/allow: '.ble ratio in span 1 of 81 d
Design is governed by axial fa/Fa.
Governing load combination is Dead.
Axial capacity of member is 10741.5 lb.
I Cr
1.000
CM,
1.000
Shear
psi
EbX 1.6e+06 psi
Eb 1.6e+06 psi
G assumed as .06E
Fb. 900 psi
F,. 575 psi
F 1350 psi
F 625 psi
F 180 psi
Actual density 35 pef
0 0
162 0.2667
Of 0 6
5 -1/2' 0'
Page 2
11:25:59 06/16/09
Designed by John Partch
Checked by
LL Defl.
in
C 1 Cr 1 CB 1
0.745 1 0.418 1 1.000 1
CMel l CMe 1 CM¢ I
1.0(0 1 1.000 I 1.000 1
Fbg I Kct I C I
psi
8856.64 1 0.3 1 0.8 1
TL Defl.
in
0
0.4
obi
0'
CT
1.000
Re i
8.91
Pi
1336.5
CITY OF PORT ANGELES
LIGHT DEPARTMENT
Port Angeles; Washington. 19
In accordance with the City Ordinance to regulate the installation, extension, or repair of elec-
trical equipment in, on, or about any building or other structure in the City of Port Angeles, per-
mission is hereby granted to do electrical work as listed below.
Address
Owner
Remarks:
,a t 4
Tenant
By
Wiring Contractor
Light Outlets Service, volts Type of Wiring:
Receptacle Outlets No. wires Armored Cable
Dryer, KW Size wires Non-Metallic
Range, KW Main fuse Knob Tube
Rigid Conduit
Water Heater: Enclosure Metallic Tubing
KW Type of wiring: Raceway
Heat: KN...._j�.1..`JLu...12 Entrance Cable Circuits, Light
Rigid Conduit Utility
Metallic Tubing Heat
Current transformers: Range
Motors: size, volts and phase:
Total Load
114 Olympic Printers, Inc.
ELECTRICAL PERMIT
No. Size Water Heater
Motor
Dryer
Furnace
Ser. No
Ser. No
Ser, No
Ser. No
x .12 -2.21.Ang -..ef .f fl`.774
Permit Fee Treas. Receipt
8 No
By
Occupancy_./
�y Addre9s Date...
N? 16898
Total
'j
NOTICE Current must not be turned on until Certificate of Inspection has been issued. If work is to be con-
cealed due notice must be given the Inspector so that work may be inspected before concealment,
NOTIFY THE INSPECTOR BY PERMIT NUMBER WHEN READY FOR INSPECTION
ELECTRICAL PERMIT N? 16898
Owner Tenant
Wiring Contractor By
NOTICE Current must not be turned on until Certificate of leapection has been issued. If work is to be con-
cealed due notice must be given the Inspector so that work may be' inspected before concealment.