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BLD20030749 STRUCTURAL CALCS. L_ : , `� . C��LIPORTERLU LEE A CONSULTING SfRUCTURALAND CML ENGINEERING COf�PORATION Structural Calculations for the Sunrise Assisted Living Facility -Edmonds Permit Response Calculations Mithun 4-3-03 Project 500-0027-22 APR - � 1003 PERfUIT COUNTER �. COtj� ti y ���� i �t3 BTE�'' �sstorw, �� EXPIRES 7/25/03 -� ' Prepared by: Todd Wood, P.E Layne Hazama, P.E. Chris Duvall �.�. r.. ■ i.... �r � Stud Wall Design Based on 1991 NDS Combined axial and bending formula; [f�/F�']` + fb/Fe [1-�fdF�e)1 � 1 in which: Fie = �K�e)iE�)����d)z 1-Hour Fire Rating � Enter Wall Height:. ft �4 � Enter Desired Stud Spacing: in oc Hem Fir #s � Enter Design Axial Load: � ��n, nlf Enter Roof Live Laad: Enter Design Lateral Pressure: Enter Deflection Criteria: STUD CHECK l�/d < 50 Wind (33.3% Stress Increase for Load Duration): [f�/F�'J` + f�lF� [1 ��f�lF��)l � 0.99 Snow (1 �°Io Stress Increase for Load Duration}: Other (No Increase for f�lFC' _ Load Duration): f�lF�' Deflection (No increase Defl: U 48U = for Load DuratEonj: 0.24 ���s PLATE CRUSHING CHECK Checks Crushing for Stud Spacing2 No S#ress Increase for Load Duration ���� � .t �����#�y ��� �y � i •��. 5�l ti 0.69 0.07 <� '� G � . < 0.24 ' Plate must also be checked for bending. z Check on crushing only apples to stud spacing. J mint also be checked for crushing effec# on pate, f�i C�7:1 r� OK OK C��:1 oists above Also, no stress increase is allowed due to load duration. pif psf • • ���i Page 1_ of 2. �.. �.�.. � # Column Stability Factor, CP CP = I1+(FEE/F�*)Jl2c - SQRT �P =varies for load duration: Wind Check: p = 1.33 f� = P/A f� = 210 psi [{(1+(F�EIF�*))/2c}` - (F�ElF�*)/c] Fe = F�" CP F�* = F� Cp CF F� = 725 psi Cp = 1.33 CF = 1.15 CP = 0.28 F� = 245 psi FcE _ �KcE`E�)�� end) KBE = 0.3 E' = 1.2E+6 FEE = 339 psi Snow Check Stud Othe Stud fc = PlA f� = 210 psi Fc� ' �c�CD�CF*CP F� = 310 psi f� = P/A f� = 210 psi Fc� '" Fc�CD�CF�CP F� = 304 psi 1 �Id = 32.6 �-- Co = 1.15 CF = 1.15 CP = 0.32 i 1.00 Co = 1.00 CF = 1.15 CP = 0.37 5 fb = M!S M = wl`/8 w= 1= fb = 111 psi Fe = Ft•CD'C+F'C'� Co = 1.33 CF= 1.5 C,= 1.15 Fti = 1147 psi Defl = 5wL4]/'384EIJ Defl = 0.07 in Plafe 2.5 plf 114 in F + 0.375)/1 Fes' = 506 psi (Hem Fir) F� = 781 psi (Doug Fir) Page 2 of 2 �..� � � �..,� � Bolts ,# , ',':ti''� ��.'. "�;r;,�';�' ,��. y�t� -� �.r` � ti�y��� i ������� . � .�i . y��� bo[t diameter: � v side member rade: Glu-Lam � �� iCar i yNC: �'"' Single Shear �"� Double Shear Wood Member Thickness Steel Plate Thickness Sfee! Dowei Bearing Strength: Bolt Bending Design Strength: 5.125 0.25 58,000 psi 45,000 psi MODE Ills controls: main me Glu-l.am 7 Connection Type: — �"�`- Waod to -Wood �`'.� Wood to -Steel Wood to -Concrete tuber rode: Mode Im 7175 Mode Is Mode II Mode Illm Mode Ills 5520 Mode N 7736 Angle of Load: i 3 �� F Page 1 r• • �� � # • �1 �y��1, • f "s��:�� ��'t� ��`���� � �� � � �� i � � � ,..��. nter 5pac�ng (�n.} �y, load/s{gyp modulus for a connect�vn (fib/in.} = �r lag screws {in.} = D. diameter o� bolts o u= I +(ys/2)[(I /EmAm)+(I /EsAs)], m=u-SQRT 97 NDS 7.3.6 Wood - To - �t�el Connection � EmAm/EsAs = 0.636 EsAs/EmAm= 1.572 0.63597 270000 u= 1 .00491 97 NDS 7.3.6 m= 0.90567 -I-R�gt11n)(I +m))- I +m�"]J[(I +RED/(I -m)] 97 ND5 7.3.6 � ��' c•: Y �' Depending on the number of and tie distance be�weer� adjacent and staggered rows, t1�e Cg factor may need �o be appE�ed to more than a single row o� boas and may have to consider the number of bolts m both rows cambtined ����� C ����-� �i �.e�+� � '�`� �J :l 4a, /tc� ���raea€ Sunrise ALF Edmonds Chris Duvall 3/24/2003