Specifications l 0,�-S-D SGJ 7071, ZA/r--
JVCE 13224 Comanche Court
�
Clackamas, OR 97015
503-557-1600 (o)
West Coast 503-557-1607 (f)
Engineering, PC 503-680-5784 (m)
Structural Englneering j seanwce@gmail.com
2012 IBC PARTIAL GRAVITY / LATERAL CALCULATIONS
PROJECT NAME:
1952 IG REV - WHITTAKER
(ADAIR PROJECT #AO-19141)
PROJECT LOCATION:
TBD SW 70TH AVE
TIGARD, OR 97223
FOR:
ADAIR HOMES, INC.
DESIGN CRITERIA:
ULTIMATE WIND— 120 MPH
NOMINAL WIND - 95 MPH / EXP B 5 3 09
SEISMIC DESIGN CATEGORY D
ROOF SNOW LOAD - 25 PSF f 76
OREGON
J' 4 y oo QO
JOB# W15-240 M. RAMs��
Expires 72/31/20 r�
October 28, 2015
ONE-STORY LATERAL ANALYSIS
GOVERNING BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS
PR03ECT DESIGN CRITERIA:
SEISMIC DESIGN:
SPEC. ACCELERATION, S5: 0.99 (SECTION 11.4.1)
SITE COEFFICIENT, Fa: 1.11 (SECTION 12.4.8.1)
SEISMIC DESIGN CATEGORY: D (TABLE 11.6-1)
OCCUPANCY CATEGORY II (TABLE 1-1)
SOIL SITE CLASS(ASSUMED): D (TABLE 20.3-1)
WIND DESIGN: SNOW LOAD:
ULTIMATE WIND SPEED(MPH): 120 (SECTION 26.5) ROOF SNOW LOAD: 25 PSF
NOMINAL WIND SPEED(MPH): 95 (TABLE 1609.3.1) ADD'L SEISMIC WT: 0 PSF
EXPOSURE CATEGORY: B (SECTION 26.7)
SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-10 CHAPTER 12):
(SIMPLIFIED ANALYSIS,SECTION 12.14)
DIRECTION: FRONT-TO- BACK (THIS DIRECTION DONE PRESCRIPTIVE BY OTHERS)
F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1)
SMs= FA Ss: 1.09 (EQUATION 11.4-1)
SDS = (2/3)SMs: 0.73 (EQUATION 11.4-3)
STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1)
V = F SDs W/R: 0.11 W (EQUATION 12.14-11)
E(ASD) = E/ 1.4: 0.08 W
W: 57504 LB (EFFECTIVE SEISMIC WEIGHT)
E(ASD): 4595 LB (SEISMIC LOAD EFFECT)
DIAPHRAGM H(i) DIAPH DIAPHTRISWALL WALL WEIGHT MISC.WEIGHT TOTAL
LEVEL (FT) AREA WEIGHT(SF) (PSF) AREA(SF) (PSF) (LES) WEIGHT(LBS) V(�)
ROOF 9 3272 12 1824 10 0 57504 4595 LBS
57504
DIRECTION: SIDE-TO-SIDE (REAR EXTERIOR WALL LINE WILL BE ENGINEERED)
F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1)
SMs= FA Ss: 1.09 (EQUATION 11.4-1)
SDS = (2/3) SMs: 0.73 (EQUATION 11.4-3)
STRUCTURAL SYSTEM, R: 6.5 (TABLE 12.14-1)
V= F SDs W/ R: 0.11 W (EQUATION 12.14-I1)
E(ASD) = E/ 1.4: 0.08 W
W: 57504 LB (EFFECTIVE SEISMIC WEIGHT)
E(ASD): 4595 LB (SEISMIC LOAD EFFECT)
DIAPHRAGM H(i) DIAPH DIAPHTRIB WALL WALL WEIGHT MISC.WEIGHT TOTAL
LEVEL (FT) AREA WEIGHT AREA(SF) (PSF) (LBS) WEIGHT(LBS) V(i)
(SF) (PSF)
ROOF 9 3272 12 1824 10 0 57504 4595 LBS
57504
10/28/2015 19521G REV-WHITTAKER PARTIAL LATERAL PAGE L(
WIND LOADS(ASCE 7-10 CHAPTER 28):
(SIMPLIFIED PROCEDURE,TABLE 28.5-1)
Ps=X Kzr Psoo (EQUATION 28.6-1)
BLDG HT AND EXP. FACTOR,J. = 1.00 (FIGURE 28.6-1) NOMINAL WIND SPEED (MPH): 95
TOPOGRAPHIC FACTOR, Wr: 1.00 (SECTION 26.8) EXPOSURE: B
ROOF PITCH (X:12) X = 6
BUILDING PLAN DIMENSIONS:
MEAN ROOF HEIGHT H (FT)= 15.0 PLAN INT. ZONE END ZONE END ZONE
FRONT-TO- BACK L(FI)= 42.0 LOCATION (PSF) (PSF) I NET PSF
SIDE-TO-SIDE W(Fr)— 70.0 WALL 16.97 23.40 6.44
a (FT)= 8.40 ROOF 10.00 10.00 0.00
DIRECTION: FRONT-TO - BACK (THIS DIRECTION DONE PRESCRIPTIVE BY OTHERS)
TOTAL INTERIOR TOTAL INTERIOR INTERIOR
DIAPHRAGM END PRO]. END WALL END ROOF P INTERIOR PEND ZONE
PROJ.AREA PROJ.AREA WALL AREA WAIL AREA ROOF AREA
LAREA(SF) AREA(SF) AREA(SF) ZONE(LBS) (LBS)
LEVEL
(SF) (SF) (SF) (SF) (SF)
ROOF 0 0 0 0 0 0 0 0 0 0
TOTAL DESIGN WIND FORCE = 0 LBS
DIRECTION: SIDE -TO- SIDE (REAR EXTERIOR WALL LINE WILL BE ENGINEERED)
DIAPHRAGM TOTAL INTERIOR END PROJ. TOTAL INTERIOR END WALL INTERIOR END ROOF P INTERIOR P END ZONE
PROD.AREA PRO).AREA WALL AREA WALL AREA ROOF AREA
LEVEL (SF) (SF) AREA(SF) (SF) (SF) AREA(SF) (SF) AREA(SF) ZONE(LBS) (LBS)
ROOF 529 296 233 371 268 103 28 130 4827 3710
TOTAL DESIGN WIND FORCE = 8537 LBS
10/28/2015 1952 IG REV-WHITTAKER PARTIAL LATERAL PAGE L�
SHEARWALL FORCE DISTRIBUTION:
DIRECTION: SIDE -TO-SIDE (REAR EXTERIOR WALL LINE WILL BE ENGINEERED)
OUT-TO-OUT WALL LENGTH PERPENDICULAR TO FORCE CONSIDERED
MAIN: 42.00 FT
TRIB SEISMIC SEISMIC SHEAR WIND SHEAR TOTAL SEISMIC WIND WIND OR
DIAPHRAGM LOCATION OF TOTAL SEISMIC WIND SHEAR TOTAL WIND WALL
LEVEL SHEARWALL WIDTH SHEAR FROM ABOVE SHEAR(LBS) (LBS) FROM END SHEAR(LBS) LENGTH SHEAR SHEAR SEISMIC
(FT) (LBS) (LBS) ZONE(LBS) (FT) PER FOOT PER FOOT GOVERNED
ROOF F.EXTERIOR 12.00 1313 0 1313 1379 1855 3234 1.00 1313 3234 WIND
ROOF INTERIOR 21.00 2297 0 2297 2413 0 2413 1.00 2297 2413 WIND
ROOF R. EXTERIOR 9.00 985 0 985 1034 1855 2889 40.83 24 71 WIND
4595 8537
10/28/2015 1952 IG REV-WHITTAKER PARTIAL LATERAL PAGE L 3
SHEARWALL DESIGN:
CEILING HEIGHTS DESIGN LOADS USED FOR UPLIFT
MAIN: 9.00 FT (U.N.O.) ROOF: 10 PSF
FLOOR: 10 PSF
WALL: 10 PSF
DIRECTION: SIDE-TO-SIDE (REAR EXTERIOR WALL LINE WILL BE ENGINEERED)
SHEARWALL LOCATION OF SHEARWALL ROOF TRIG
UNIFORM FLOOR(S) UNIFORM TOTAL SHEARWALL RESISTING NET UPLIFT= UPLIFT LABEL ROOF LOAD TRIB WIDTH FLOOR WALL MAX OVERTURNING MOMENT (OTM-2/3( FROM HOLDOWN
RM))/
LEVEL SHEARWALL LENGTH(M WIDTH(FT) ABOVE REQURED
(ELF) (FT) LOAD(PLF) SHEAR(LB) (FT-LBS) (FT-LBS) L(FT-LBS)
(LBS)
SW#1 ROOF R.EXTERIOR 6.08 16.00 160 0.00 0 430 3872 7661 -203 0 -203
SW#2 ROOF R.EXTERIOR 9.33 16.00 160 0.00 0 660 5942 15546 -474 0 -474
SW#3 ROOF R.EXTERIOR 5.92 16.00 160 0.00 0 419 3770 7341 -190 0 -190
SW#4 ROOF R.EXTERIOR 3.67 16.00 160 0.00 0 260 2337 3519 -2 0 -2
SW#5 ROOF R. EXTERIOR 8.00 16.00 160 0.00 0 566 5095 12000 -363 0 -363
SW#6 ROOF R.EXTERIOR 7.83 16.00 160 0.00 0 554 4987 11579 -349 0 -349
2889
10/28/2015 1952 IG REV-WHITTAKER PARTIAL LATERAL PAGE Ly
SHEARWALL AND HOLDOWN DESIGN:
DIRECTION: FRONT- TO - BACK (THIS DIRECTION DONE PRESCRIPTIVE BY OTHERS)
MAX SHEAR SHEARWALL MAX UPLIFT HOLDOWN
LENGTH SHEARWALL SHEARWALL HOEDOWN HOEDOWN
(Fr) IN WALL
LABEL
TYPE CAPACITY CHECK AT ENDS TYPE CAPACITY CHECK
(PLF) (PLF) (LB) (LB)
DIRECTION: SIDE -TO - SIDE (REAR EXTERIOR WALL LINE WILL BE ENGINEERED)
MAX SHEAR SHEARWALL MAX UPLIFT HOEDOWN
LENGTH SHEARWALL SHEARWALL HOLDOWN HOEDOWN
LABEL IN WALL CAPACITY AT ENDS CAPACITY
(Fr)
(PLF) TYPE (PLF) CHECK (LB) TYPE (LB) CHECK
SW#1 6.08 71 TYP 200 OKAY -203 NO HOLDOWN REQUIRED
SW#2 9.33 71 TYP 200 OKAY -474 NO HOLDOWN REQUIRED
SW#3 5.92 71 TYP 200 OKAY -190 NO HOLDOWN REQUIRED
SW#4 3.67 71 TYP 200 OKAY -2 NO HOLDOWN REQUIRED
SW#5 8.00 71 TYP 200 OKAY -363 NO HOLDOWN REQUIRED
SW#6 7.83 71 TYP 200 OKAY -349 NO HOLDOWN REQUIRED
SEE PAGE G � FOR SHEARWALL TYPE INFORMATION
SEEPAGE H/A FOR SHEARWALL HOLDOWN INFORMATION
SEE PAGE L9 FOR SHEARWALL LOAD PATH INFORMATION
10/28/2015 1952 IG REV - WHITTAKER PARTIAL LATERAL PAGE L s
West Coast Engineering Project Title 1952 IG REV-WHITTAKER
13224 SE Comanche Court Engineer: SMR Project ID: W15-240
Clackamas,OR 97015 Project Descr
503-557-1600
www.westcoaste.com L.(o
Pnn1ed.290CTN15, 2:54PM
L1 File C\UseIs1WCE1DOCUME 11WCE12015J0-11Wt&24-A19521Cr-1 EC6
Mu�tlpie Simple $ealll _ ENERCFLC tN„C,1993,4,015 HuJIG-815abte, Ver81S,10.8,
r.tr. COAST
Description : MISC. ROOF FRAMING
Wood Beam Design: R1 -6X12
Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size : 6x12, Sawn, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending
Wood Species Douglas Fir-Larch Wood Grade No.2
Fib-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.20 pcf
Fib-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load. D=0.0150, S=0.0250 k/ft,Tnb=9.0 It
Design Summary
Max fb/Fb Ratio = 0.662; 1 oto 1350)S(o 2250) t
fb:Actual 665.85 psi at 6.000 ft in Span#1 ”Lj
Fb:Allowable: 1,006.25 psi
Load Comb +D+S+H ,_ ::. :•
Max fv/FvRatio= 0.230: 1 -
fv:Actual: 45.02 psi at 11.080 ft in Span#1 12c ft. 6x12
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H -- -- Max Deflections
Max Reactions (k) D L Lr a w E H Downward L+Lr+S 0.116 in Downward Total 0.193 in
Left Support 0.89 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.89 1.35 Live Load Den Ratio 1236 >360 Total Defl Ratio 744 >240
WCE 13224 SE Comanche Court
Clackamas, OR 97015
West Coast 503-557-1600 (o)
En ineerin PC 503-557-1607 (f)
8 a• �� 503-680-5784 (m)
Structures/Eng/neerJng seanwc @gma8.c m
SQUARE SPREAD FOOTING DESIGN
PROJECT NAME:
PROJECT NUMBER:
LOCATION OF FOOTING: POST FTG AT PATIO COVER
ALLOWABLE SOIL PRESSURE(PSF) 1500 v PSF
CONCRETE STRENGTH (PSI) 2500 v PSI COLUMN LOAD, P: 2242 LBS
REINFORCING STEEL STRENGTH (PSI) 60000 v PSI COLUMN WIDTH, W: 5.5 IN
SQUAREFO
)TIN
G BAR SIZE DEPTH OF Pnet MU # OF PHI Mn
FOOTING THICKNESS, # REBAR (PSF) (FT-LBS) BARS a (IN) (FT-LBS) P MAX (LBS)
WIDTH, B(FT) H IN IN
1.50 12 4 8.75 1350 439 2 0.616 14918 3038
2.00 12 4 8.75 1350 1283 3 0.693 22275 5400
2.25 12 4 8.75 1350 1950 3 0.616 22377 6834
2.50 12 4 8.75 1350 2814 3 0.554 22459 8438
2.75 12 4 8.75 1350 3899 3 0.504 22526 10209
3.00 12 4 8.75 1350 5233 4 0.616 29837 12150
3.25 12 4 8.75 1350 6839 4 0.569 29920 14259
3.50 12 4 8.75 1350 8743 4 0.528 29992 16538
3.75 12 4 8.75 1350 10971 4 0.493 30054 18984
4.00 12 4 8.75 1350 13547 5 0.578 37381 21600
4.25 12 4 8.75 1350 16497 5 0.544 37456 23707
4.50 12 4 8.75 1350 19847 5 0.513 37522 25102
4.75 12 4 8.75 1350 23622 5 0.486 37582 26496
5.00 15 5 11.69 1313 27073 7 1.011 108066 32813
5.25 15 5 11.69 1313 31642 7 0.963 108298 36176
5.50 15 5 11.69 1313 36698 8 1.050 123286 39703
5.75 15 5 11.69 1313 42265 8 1.004 123538 42842
6.00 15 5 11.69 1313 48368 8 0.963 123770 44705
USE 2.00 FT SQUARE X 12 IN THICK FTG
WITH 3 # 4 BARS EACH WAY
3" CLEAR OF BOTTOM OF FOOTING
10/28/2015 WCE - CONC SQUARE FOOTING PAGE ��
r .
PL`T WOOD SHEAFRWALL SCHEDULE (SEE NOTES 1-3)
PANEL MIN. PANEL PANEL s/e' DIAM. SILL 16d NAIL SHEARWALL NOTES
TYPE SHEATHING EDGE J-BOLT SPACING AT CAPACITY
THICKNESS NAILING SPACING SILL PLATES (PLF)
(l' EMBED)
TYP. 7/I6' 8d o 6' O.C. 48' O.G. 12' O.C. 200
OD1/16' 8d a (0' O.G. 48' O.C. 10' OC. 260
OE 1/16' 8d m 4' O.C. 48' O.C. 6' O.G. 350
FO l/16' ad O 3' O.G. 16' O.G. 4' O.C. 550 SEE
NOTE 4
O l/I6' 10d o 3' O.C. 14' O.G. 4' O.G. 600 SEE
NOTE 4
OH 1/16' 10d o 2' O.G. 26' O.C. 3' O.C. 810 SEE
NOTES 4,5
NOTES.
1) Sheathing, all-veneer plywood, plywood siding, except Group 5 Species. Minimum nailing
shall be ad nails o 6' o.c. at panel edges and 12' o.c. in the field of the panel, UN.O. All
Nails to be 'Common' or 'Galvanized Box' type nails. Galvanized nails shall be hot-dipped
or tumbled.
2) All panel edges backed with 2x or wider framing using Douglas Fir-Larch No.2 or better
lumber. Panels may be installed either horizontally or vertically. 2x stud spacing shall not
exceed 16' o.c. At shearwatls with sheathing each side, studs must be 2x6 min. All anchor
bolts shall have a minimum 3' x 3' x 0.229' thick plate washers.
3) 5hearwall panel edge nailing shall be installed at shearwall end stud(s) where holdown is
attached. If holdown requires multiple studs then install 1/2 panel edge nailing to each stud.
Face nail multiple studs at holdowns together with Ibd nails B 12' o.c. minimum, U.N.O.
4) At these panels only, all framing at adjoining panel edges shall be 3' nominal or wider,
except that (2) 2x studs may be used in place of 3x or greater material when 2x studs are
attached together with nailing specified in shearwall schedule for sill plates.
5) At these panels only, Foundation sill plates shall not be less than a single 3' nominal
member and sill plate Fasteners should be staggered into 2x blocking and rim joist. Fasten
2x blocking to rim joist with same fasteners and spacing, typ.
OL
ROOF SHEAR TRANSFER
NAILING SCHEDULE
PANEL ROOF PANEL SIMPSON
TYPE EDGE NAILING 'A35' CLIPS
TYP. ad m 6' O.C. 40' O.C.
Oad 9 4' O.G. 32' O.G.
O ad o 3' O.C. 22' O.G.
O10d m 3' O.G. 16, O.G.
O Od 9 2Y,' O.G. 12' O.G.
O Od Q 2' O.G. 10' O.G.
ROOF PANEL EDGE NAILING
SIMP60N 'A35' CLIPS AT
SPACING PER SCHEDULE
AND PANEL TYPE
ROOF RAFTERS / TRUSSES
AND SHEATHING PER PLAN
SHEAR PANEL EDGE
NAILING AND SHEATHING
PER PLAN AND SCHEDULE
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