Specifications lai MULHERN KULP
RFSMENTIAL
RECEIVED
DEC 7 2023
/I207 .r i Slit 23 D {,A921z' rp61]650i'201u+`m,1, '6YS7kt�1C,;;.'
BUILDING DIVISION
December 05, 2023 1 S 114 S W Deep broole Lh
Elizabeth Morse
DAVID WEEKLEY HOMES
1905 NW 169th Place Suite 210
Beaverton,OR 97006
RIVER TERRACE CROSSING — LOT 68260030
8686 Model
PLAN REVIEW COMMENTS
M+K Project#: 211-21007
Reference
Structural plans,prepared by Mulhern d Kulp
Calculation Package,prepared by Mulhem cc Kulp
Plan Review Comments,provided by David Weekley Homes
Elizabeth,
Comment 1:All decks must show how they meet R507.9.2. Plans must show either prescriptive design from the figure
507.9.2(2) or provide calculation to show how the requirement is being met.
Response: Please note that the ledger connection has been engineered per IRC R301.1.3 and the prescriptive hold down
devices of R507.9.2 are not required. Please see the following ledger connection calculation for justification of the provided
ledger design.
Please feel free to call if you have any questions.
Respectfully, �¢Eo PROre,
,NGINfiF�
MULHERN &KULP STRUCTURAL ENGINEERING, INC. 93737PE yr
Matthew C.Hartenstein,E.I.T. Staff Engineer ii z „ OREGON R, ,2
Nicholas J.Dastalfo,P.E. Project Manager yo`R8 1 M p����
�
Nicholas J. Martignetti,P.E. Associate Owner&San Diego Office Director EXPIRES 12131/24
P:IClient Files1211-David Weekley-POR12021121007-B686 ModeACA12023-12-05-68260030-Ledger Connectionl2023-12-05-River Terrace-Lot 30-Ledger Connection.docx
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., It M U LH ERN KU LP PROJECT NAME: B686 MODEL
41 RESIDENTIAL DAVID WEEKLEY
M&K PROJECT #: 21 1-21 007
ENGINEER: MCH
DATE: 2 0-AU G-2 1
SEISMIC CALCULATION -ASCE 7-16
SEISMIC DESIGN CATEGORY: BUILDING PERIOD DETERMINATION:
USER INPI I`5: USER INPUTS'
SITE CLASS f 0 I BUILDING PERIOD COEFFICIENT,Op I 0.02a I
SPECTRAL RESPONSE ACCELERATION 0.2 SEC,B■ I 0.987 I LONG-PERIOD TRANS PERIOD,TU(SEC) I 16 I
SPECTRAL RESPONSE ACCELERATION 1.0 SEC,Si I 0,396 I HT.ABV BASE TO HIGHEST LEVEL,h,, I al
❑CCUPANCY CATEGORY I 11 I CALCULATED VALUES:
VARIABLES' APPROXIMATE FUNDAMENTAL PERIOD,Te I 0.095 I
SITE COEFFICIENT, FA I 1.20 I To I 0.142 I
SITE COEFFICIENT, FV I 1.90 I Ts I 0.706 I
CALCULATED VALUES'
SPECTRAL RESPONSE ACC.,SA(G) I 0.570 I
MAXIMUM SPECTRAL RESPONSE ACCELERATION,B.. 1.064
MAXIMUM SPECTRAL RESPONSE ACCELERATION,BNl 0.754
DESIGN SPECTRAL RESPONSE ACCELERATION.B.. 0.71❑ BITE CLASS ASSUMPTION
DESIGN SPECTRAL RESPONSE ACCELERATION,B., 0.503 I YEE .,(PER ASCE 7-16 SECTION 1 1.4.3
THE SITE CLASS MAY BE ASSUMED
SEISMIC DESIGN CATEGORY(SHORT TERM) TO BE D
SEISMIC DESIGN CATEGORY(1.0 SECOND TERM)
EQUIVALENT LATERAL FORCE PROCEDURE 10 PSF DL+40 PSF LL VERY
DEAD LOAD CALCULATION: CONSERVATIVE TO INCLUDE LL
DL OF FXT WALL TRIG
J FVFI STORY HT (FT./ AREA lee/ • _• _ - TO LEVEL(KIPS) TOTAL LEVEL DL
1 8.0 1l6 50 0.0 6 K
2 0.0. 0 0 0.0 0 K
3 0.0 0 1111E1111 0.0 0 K
4 0.0 DIIIIEIIII 0.0 0 K
5 0.0 a 0.0 0 K
6 a,a 0 0 0.0 0 K
7 0.0. a11,11:11111 0.0 0 K
13 0.0 0 0 0.0 0 K
9 0.0 0 111E1111 0.0 0 K
1❑ 0.0 0 11111111111 0.0 0 K
11 0.0 0 0.0 0 K
21 0.0- 01111E1111 0.0 0 K
13 0.0 0 14111:11110.0 0 K
14 0.0 ❑ LIIIEIIII 0.0 0 K
15 0.0 ❑ iillriliii a,a 0 K
16 a.a a 11113111 0.0 0 K
17 0.0 0 0.0 0 K
19 0,0 a 11113111 0.0 0 K
19 0.0 0 - 0 0.0 0 K
20 0,0 0 1111E11110.0 0 K
TOTAL DEAD LOAD OF STRUCTURE( 6 IKIPS
SEISMIC RESPONSE COEFFICIENT:
TRANSVERSE 1 ONRITI IPINAI
RESPONSE MODIFICATION FACTOR,R I 6.5 I I 6.5 -I SEE CALC ABOVE FOR APPLICATION
OCCUPANCY IMPORTANCE FACTOR.1. I 1.00 I I 1-00 I OF LOAD TO LEDGER
SEISMIC RESPONSE COEFFICIENT,C. I 0.109 I I ❑.109 I
SASE SHEARS: ULTIMATE X 0 7 = AI.I.SIMARLE LOADS
TRANSVFRRF J nNBITUDINAI I£XXDITIIDINAI
I I I I
STORY SHEAR CALCULATION:
DISTRIBUTION EXPONENT,ICI 1.00 I
ULTIMATE LOADS x 0.7 = AujDwASLE LOADS
VFRT DIST TRANSVFRSF J nNBITU DINAI TRANSVFRSF 1 FINGITIIDINAI
J FVFI FACTnR f, STORY SHEAR F; STORY SHEAR.F. STORY SHEAR.F., I STORY SHEAR STORY.SHEAR.F, I STORY SHEAR
1 1.000 0.6 K ❑.b K K K K K
2 0.000 0.0 K ❑.❑ K K K K
3 0.000 ❑.O K 0.0 K K K K
4 0.000 0.0 K ❑.❑ K K K K
5 0.00 0.0 K 0.0 K K K K
6 ❑.❑❑ 0.0 K 0.0 K K K
7 0.00 0.0 K 0.0 K K K K
B 0.00 0.0 K 0.0 K K K
9 0.00 0.0 K 0.0 K K KK K
10 0.00 0.0 K 0.0 K K K K K
11 0.00 0.0 K 0.0 K K K K
12 0.00 0.0 K 0.0 K K K K K
13 ❑.❑❑ 0.0 K 0.0 K K K K K
14 0.00 0.0 K 0.0 K K K
15 0.00 0.0 K 0.0 K K K K K
16 0.00 0.0 K 0.0 K K K K
17 0.00 0.0 K 0.0 K K K K
1B 0.00 0.0 K ❑.0 K K K K
19 0.00 0.0 K ❑.O K K K K
20 0.00 0.0 K 0.0 K K K K