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20058328 Structural Cals 02142003 „F. � Consulting ` �/ � Structural �,,_ � Engineers ��._ ► .. �,. .,. � '� Structural Calculations � . For ,�a Rosemont Retirement � and � Assisted Living Community -- Yelm, Washington �.� .�. .�� .�. �. � ,�� R �� . �,:. �, CLIENT COMPLETED BY `”` Mountain West Investment Corp. BMGP Engineers, Inc. r.. 245 Comm��rc�al �treet SE Suite 200 1045 13th Street SE .�: Saler�; OR 97301 Salern, OR 97302 ,,._ �, .�-. �o �-� �� .�.. �� . .. '"� 1045 13th Street SE • Salem , Oregon 97302 • Phone : (503) 399- 1399 Fax: (503) 399-8259 �.� Structural Calculations For Rosemont Assisted Living Community Project: 030111-5 ,� Location:Killion Road ,��`� ,�.'R.q •��'`�r"�`'�'�''�r,t� `�G Yelm, Washington �}; ; �r--->�,� �� .�y :.ra <„ �� / y _ Client: Mountain West Investments 245 Commercial Street SE �' � f �� ^ ,�- � ,r, +,f��``�, r j�,!�..�'",+`` a`v Suite 200 ,,�,< , . .�.� ,�; �v,N�� ...y �.J ._1 � ...r.� Salem, Oregon 97301 �-�� - ,� �' F��-� ;��: �_:"_--`=c�'1��?•0 Code: 1997 Uniform Building Code State of Washington Amendments Index: Cover Sheet 0.1 Loads .1 — .4 Floor Joist Design FJ.1 — FJ.32 Roof Framing RF.1 — RF.20 3rd Floor Framing A 3F.1 — 3F.12 Roof Framing B 2F.1 — 2F.14 Columns C.1 — C.16 Floor Framing B FB.1 — FB.3 Walls W.l — W.15 Lateral L.1 — L.45 Misc. Calculations M.1 Sketches SK.1 — SK.14 1045- 13th Street SE Pro�e�t: Yelm Assisted Living Facility w`a�� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 �� fax:503-399-8259 Description: E N G I N E E R S, I NC. GRAVITY DESIGN LOADS Code: Uniform Building Code, 1997 edition Desiqn Loads: Roof Dead Load 17 psf Roof Live Load 20 psf reducible Wall Dead Load EIFS 1.0 psf 2"rigid insulation 3.0 psf 1/2"glass mat gyp bd 2.2 psf wall studs (8" Lt. Ga.) 2.0 psf 1/2"plywood 1.5 psf batt insulation 1.0 psf interior finish 2.8 psf 13.5 psf Seismic Desiqn Zone 3 Soil Sc Ip = 1.0 Table 16-K Ca = 0.33 Cv= 0.45 R = 5.5 T= Ct'(hn)^.75 Ct= 0.020 hn = 40 ft T= 0.318 V min = .11''Ca*I`W = V min = 0.036 Wp V max = Cv'I/(R"T)Wp = V max= 0.257 Wp V= 2.5"Ca`I/R Wp = V= 0.150 W gravity 1045-13th Street SE P�o e�t: Yeim Assisted Living Facility w`��/� Salem,Oregon 97302 Client: Mt.West Job# 030111-S ��f phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� -' fax:503-399-8259 Description: E N (i I N E E R S, I NC. WIND DESIGN LOADS Code: 1997 Uniform Building Code, Section 1632 Desiqn Criteria: Wind Speed 80 mph Exposure B P=Ce Cq qs Iw Reference qs= 16.4 psf Table 16-F iw= 1.0 Table 16-K Walis: Windward C = 0.8 Table 16-H Ht Ce C s Iw P 0-15 0.62 0.8 16.4 1.0 8.13 sf 15-20 0.67 0.8 16.4 1.0 8.79 sf 20-25 0.72 0.8 16.4 1.0 9.45 sf 25-30 0.76 0.8 16.4 1.0 9.97 sf 30-40 0.84 0.8 16.4 1.0 11.02 sf Walls: Leeward C = 0.5 Table 16-H Ht Ce C s Iw P 0-15 0.62 0.5 16.4 1.0 5.08 sf 15-20 0.67 0.5 16.4 1.0 5.49 sf 20-25 0.72 0.5 16.4 1.0 5.90 sf 25-30 0.76 0.5 16.4 1.0 6.23 sf 30-40 0.84 0.5 16.4 1.0 6.89 sf Roof: Windward C = 0.3 Table 16-H Ht Ce C s Iw P 0-15 0.62 0.3 16.4 1.0 3.05 sf 15-20 0.67 0.3 16.4 1.0 3.30 sf 20-25 0.72 0.3 16.4 1.0 3.54 sf 25-30 0.76 0.3 16.4 1.0 3.74 sf 30-40 0.84 0.3 16.4 1.0 4.13 sf Roof: Leeward C = 0.7 Table 16-H Ht Ce C s Iw P 0-15 0.62 0.7 16.4 1.0 7.12 sf 15-20 0.67 0.7 16.4 1.0 7.69 sf 20-25 0.72 0.7 16.4 1.0 8.27 sf 25-30 0.76 0.7 16.4 1.0 8.72 sf 30-40 0.84 0.7 16.4 1.0 9.64 sf wind 1045-13th Street SE P�o�e�t: Yelm Assisted Living Facility �`��w� Salem,Oregon 97302 Client: Mt West Job# 030111-S �"'�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: E N G I N E E R S, I NC. GRAVITY DESIGN LOADS Code: Uniform Building Code, 1997 edition Desiqn Loads: Roof Dead Load 17 psf Roof Live Load 20 psf reducible Wall Dead Load EIFS 1.0 psf 2"rigid insulation 3.0 psf 1/2"glass mat gyp bd 2.2 psf wall studs (8" Lt. Ga.) 2.0 psf 1/2" plywood 1.5 psf batt insulation 1.0 psf interior finish 2.8 psf 13.5 psf Seismic Desiqn Zone 3 Soil Sd Ip = 1.0 Table 16-K Ca = 0.33 Cv= 0.45 R = 5.5 T= CY'(hn)^.75 Ct = 0.020 hn = 40 ft T = 0.318 V min = .11*Ca"I''W = V min = 0.036 Wp V max= Cv`I/(R*T)Wp = V max = 0.257 Wp V = 2.5"Ca*I/R Wp = V = 0.150 W gravity ( ��o� ��' i �+�.�:� ��..��I = ��' -�_. ��-��-'�; � ,� _ ��.�� b= '�� ' � � � i L�,,.• � ,�_r ��=1��-�j-t d r ��"�1�.71`1 �`� �!�jG !��'_�--r'', s- !'�"' _.-�L.. r ti-,r -- �-_,�.�— '`�l� �.� �,��-�,� , � � _. ��° ,� � r ; h = •��-� �z� -.,�-�+ �� ..� --- . �ex_1 ,- ��. f��`�'� .� '�;r_�� t:=� �,!_� C_J�'� =Lc��.i� 'F�. �' ,Y1 Y' :• U`.� �r•:(' .� � � r~'� 1 (� • . �.��i•�✓� J �'Li.... �,' ! .�.�, � .... �', ��-J(� �../";... �� .i- / j.1.. �`e. .�'j� � � r ,� , ` , y�!Crt'N - t�'� ,1-,t' -°°��.�.}° ;,� „r•�?.�.,�° �.`�� ,, � � � . . ��j � '.�,,..,.. � j , �m ' �� , •�1��4.�r" �;�`"" i �.� �-�--��>F�.� J..,, �-— - _ ,. � � � ;�� .. __ - --- . . -- '�'�� - , � � — ' _� /� --- _ r, � � i � }� " '' I. .,, tr�_ _- ��.;�, ' _. �� • _,�_ _/__._ I �i- �, /, � /�J / ' . _ �� \ �i d=•`',J�J--�Y ==�•' �'� -�,� -r :►7 �!,c�='� L:c..�,`=` , , .,.� w- ,. !� �%'� � � , � � " _ ._ 1.-� ,'�'� _ • '�i: �� . � , ' . _� � _; . �� '� �`i-�'e� . + � � ,� /� •''� ,� /�S/`, r-�; �1' _. . ,�- � i !� --�' j • _ M`-- ' `y, ,,_j; �. . . _. .., f'' �.,' _ i\ � : ti ' �{•'r �.`�-_ � �� FILE NO. 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LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION 4F THE WOOD-E DESIGN SOETWAR� IN THE CONTINUING EFFORT TO M�IINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS ANDfOR METHODS OF ANALYSIS. COMPANY: BMGP Engineers, Inc. JOB ID: Yelm Assisted Living Facility STATE: WA CODE: TCBO PRODUCT: 1-PLX 16.000" LPI 32 DESIGN CRITERIA FOR FI,OOR JOIST (UI3FACTORED LOAAS) ---------------------------- LIVE DEAD SAFE LOAD ALLOWABLE ALLOWABLE (PSF) (PSF) LOAD SPACING SHARING SHF.•ATHING LL DEFLECT TL DEFLECT 40 ^ 20` NQ^ 24 0 7� GLUED&NAILED L/540 L/360 ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ------------ REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ---------------- - - AC7'UAL 2330 2744 1524 0.028 -0.055 ALVOWABLE 2850 6613 1800 0.106 0.160 STRESS INDICES 0.818 0.415 0.847 L/2062 L/1048 LOAD CASE 1 1 1 4 4 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES ANA MAY NOT REFLE�T THE ABS�LUTE MAXIMUM ACTUALS. **** FOR DE�'LECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTII�EVER5. NOTES *** PROVIDE ANCHORAGE FOR UPI,IFT AT SUPPORTS INDICATED BX NEGATIVE REACTIONS. ANCHORAGE tJETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER OR DESIGNER. *** A WEB-STIFFENER IS REQUIRED UNDER THE PQINT LOAD AT 6.750 FT FROM THE LEFT END OF THE MEMBER. REFER TO THE APPROPRIATE PRODUCT GUIDE FOR PROPER INSTALLATION DETAILS. *** DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23132" APA RATED SHEATHING (24 OC OR 48/24 SPAN RATING) . *** COMPRESSION EDGE BRACING REQUIRED AT 43" O.C. OR LESS. STRUCfiURAL GEOMETRY ------------------- SPAN 1 RIGHT CANT �'J �� Page 2 5. 000' 2.000' TOTAL SPAN; 7 . 00 FT LOAD PATTERNS {UNFACTORED LOADS) CASE SPA13 SHAPE TYPE SOURCE W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD^T FLOOR �� 40.0 PLF 0.000 5.040 +2 1 UNIF LIVE FLOOR 0.0 PLF 0.000 5.000 +ALL R UNIF DEAD FLOUR 40.0 PLF 0. 000 2. 000 ALL R LINE DEAD FZOOR 170. 0 PLF 1.750 ALL R LINE DEAD WALZ 160.0 PLF 1.750 +2 R UNIF LIVE FLOOR 0.0 PLF 0.000 2. 000 2 R LINE LIVE FLOOR 0.0 PLF 1.750 2 R LINE ZIVE WALL 0.0 PLF 1.750 +1 1 UNIF LIVE FLOOR 80. 0 PLF 0.000 5.000 +l R UNIF �IVE FLOOR 80.0 PLF 0. 000 2. 000 1 R LINE LIVE FLQClR 315.0 PLF 1.750 +3 1 UNIF LTVE E"LOOR 80.a PLF 0.400 5.OQ0 +4 R UNIF LIVE FLOOR 80.0 PLF 0.000 2.000 4 R LINE LIVE FLOOR 315.0 PLF 1.750 + INDICATES LOAD IS B�,SED ON SPACING AND II3PUm LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOM�NT (F`I'-LBS) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 2744 1529 1.00 2 1363 736 0.90 3 1363 738 1.Q0 4 2744 1524 1.00 UNFACTOREb SUPPORT REACTIONS (LBS) USE THE5E VALUES WHEN DESIGNTNG CONNECTORS -----------------------------�------------------------------------------ REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 -199 2330 2 -146 1087 3 53 1287 4 �399 2130 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 -147 1087 2 -147 1087 3 -147 1087 � -147 108'1 REACTIONS FOR LIVE LOAD �� 15 Page 3 CASE BRG#1 BRG#2 1 -53 1243 2 0 0 3 200 200 4 -253 1Q43 MAXIML3M UI3FACTOREA SUPPORT REACTIONS (PLF) USE THESE �ALUES kTHERT TRANSFERRING LOAL BRG#1: 27 BRG#2: 1165 MINIMIIM BEARING SIZES {IN} BRG# 1 BRG# 2 ------- ------- 1.50 3. 50 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG(IN) ---- ---- ------- ------ ----------- R DEAD 340.0 1.8 3.50 * R DEAD 320.0 1.8 3.50 * * STI�'FENER REQUIRED AT L�AD L4CATION LIVE LOAD DEFLECTION TOT.AT� LOAD DE�"L�CTION DEAD LOAD DEFLECTIdN CASE SPAN ACTUAL RLL4W, L/? ACTLIAL ALLOW. L/? INSTANT LpNG-TERM 1`� 1^r -0.027 D.106 2105 -0.054 0. 16� 1059 1 R 0.012 0.200 3893 0.025 0.300 1914 2 1 0.000 0.106 -O.d27 0. 160 2130 -0.027 -0,040 2 R 0 .000 0. 200 0.013 0.300 3764 0.013 0. 019 3 1 0.006 0. 106 9435 -0. 0�6 0.160 2177 3 R -Q.001 0.200 37119 0.011 0.30� 4188 4 1 -0.028 0.106 2062 -0.055 0. 160 1048 4 R G.014 0.200 3524 0.026 0.300 1820 **** �OR DEAD LOAD DEFLECTIOI3 DATA SEE LOAD CAS� 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** FOR DEFLECTION, L IS DEFINED AS THE DESTGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. STRESS INDICES CASE MSI VSI 1 0. 415 0.847 2 0.229 0.456 3 4,206 0.410 4 0.415 0.847 VERIFY YOUR IPIPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSI$LE F�R ERRORS RESULTIi�G FROM I13CORRECm TNPUT, THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EYTREME CARE `�HAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. 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LP WILL MAKE AVAILABLE TO ALI� REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGPI SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BtJII,DING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: BMGP Engineers, Inc. JOB ID: Yelm Assisted Living Facility STATE: WA C4DE: ICBD PRODUCT: 1-PLY 16.00Q" LPI 32 DESIGN CRITERIA FOR FLOOR JOIST (UNFACTORED LOADS) LzVE DEAD SAFE ' ^LOAD ALLOWABLE ALI,OWABLE - (PSF) (PSF) LOAD SPACING SHARING SHEATHING LL DEFLECT TL DE�'LECT ----- ----- ---- ------- ------- ------------- ---------- ---------- 40 20 NO 16.0 7� GLUED&NAILED L/540 L/360 ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ___________ REACTION MQMENT SHEAR LIVE LUAD TOTAL LOAD _ -------------------- ACTUAL 2304 48s8 1172 0.293 0.438 ALI,OWASLE 2850 6613 1800 0.539 0.809 STRESS INDICES 0.$08 0.739 0. 651 L/995 L/665 LOAD CASE 1 1 1 3 3 **t* THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** F�R DEFZECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTA FOR CANTILEVERS. NOTES *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS. ANCHQRAGE DETAIL TO BE PROVIDED BY PROJECT ARCHI2'ECT, ENGINEER OR DESIGNER. *** DEFLECTION ASSUMES COMP�SITE ACTION WITH GLUED AND NAILED 19/32" APA RATED SHEATHING (32/16 SPAN RATING) . *** COMPRESSION EDGE BRACTNG REQtTIRED AT 31" O.C. OR LESS. 5TRUCTURAL GEOMETRY SPAN 1 SPAN 2 24, 500' S.500' TOTAL SPAN: 30.00 FT �J � `I Page 2 LOAD PATTERNS (UNFACTORED LOADS) CASE SPAN SHAPE TYPE SOURCE W1 W2 Xl (FT) X2 (FT) ---- ---- ----- ------ ------ ------------ ------------ ------- ------ +ALL 1 UNIF DEAD FLOOR 26.7 PL� 0.000 24.500 +2 1 UNIF LIVE FLOOR 0.0 PLF 0. 000 24 .500 +ALL 2 UNIF DEAD FLOOR 26.7 PLF 0.000 5.500 +2 2 UNIF LIVE FLOOR 0. 0 PLF 0. 000 5.500 +1 1 UNIF LIVE FLOOR 53,3 PZF 0.000 24 .500 +1 2 UNIF ZIVE FLOOR 53.3 PLF 0.000 5.500 +3 1 UNIF LIVE FLOOR 53.3 PLF 0. 000 24 .500 +4 2 UNIF LIVE FLOOR 53.3 PLF 0.000 5.500 + INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LDF -------------- - 1 -4888 1172 1.00 2 -1629 391 0. 90 3 -4855 1171 1.00 4 -1662 526 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 778 2304 -680 2 259 768 -226 3 779 2149 -820 4 258 923 -86 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 259 768 -227 2 259 768 -227 3 259 768 -227 4 259 768 -227 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 BRG#3 1 518 1536 -454 2 0 0 0 3 520 1381 -594 4 -2 155 140 MAXIMUM UNFACTORED SUPPORT REACTIONS (PI,F) USE THESE VALUES WHEN TRANSFERRING LOAL ---�------------------------------------------------------------------------------ BRG#1: 584 BRG#2 : 1728 BRG#3: 0 r-s . 2o Page 3 MINIMUM BEARING SIZES (IN} -------------------------- BRG# 1 BRG# 2 BRG# 3 3 . 50 3.50 3. 50 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFZECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0�290^ 0.539 1007 0.435 0.809 671 1 2 -0.072 0. 117 894 -0. 108 0. 176 596 2 1 0.000 0.539 0.145 0.809 2014 0. 145 0.218 2 2 D.000 0.117 -0.036 0.176 1788 -0.036 -0.054 3 1 0.293 0.539 998 0. 438 0.809 667 3 2 -0.072 0.117 897 -0.108 0.176 597 4 1 -0. 003 0.539 103464 0. 143 0.809 2049 4 2 0.005 0. 117 13703 -0. 036 0. 176 1808 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TQTAL LDAD DEFLECTZON SHOWN IS TNSTANTANEOUS. **** **** FOR DEFLECTTON, L IS DEFINED AS THE DESIGN SPAN vENGTH OR TWICE THE LENGTH F4R CANTILEVERS. STRESS INDICES CASE MSI VSI 1 0.739 0. 651 2 0.274 0.241 3 0.734 0. 651 4 0.251 0. 2A2 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOZ AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED __ LOADS ARE ACCURATE TN MAGNITUDE AND LOCATION. 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LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS A23 UPDATED VERSION OF THE WOOD-E D�SIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR MExHODS OF ANALYSTS. COMPANY: BMGP Engineers, Inc. JOB ID: Yelm Assisted �iving Faci�ity STATE: WA CODE: ICBO PRODUCT: 1-PLY 16.000" �PI 32 DESIGN CRITERIA FOR FLOOR JOIST (UNFACTORED LOADS) --------------------------______ LIVE DEAD SAFE LOAD ALLOWABLE ALLOWI�IBLE (PSF) (PSF) LOAD SPACING SHARING SHEATHING LL DEFLECT TL DEFLECT 40 20` r NO 16 0 ^ 7� GLUED&AIAILED L/540 L/360 ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTZON ----------- REACTIQN MpMENT SHEAR LIVE LOAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 2138 4705 1165 0.305 0. 454 ALLOWABLE 2850 6613 1800 0.539 0.809 STRESS INDICES 0.750 0.712 0.647 L/956 L/641 LOAD CASE 1 1 1 3 3 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE NlAXIMUM ACTUALS. **** FOR DEFLECTTON, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. NOmES *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATITTE REACTIONS. AI�ICHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER OR DESIGNER. *** DEFLECTION ASSUMES COMPOSITE ACTI�N WITH GLUED AND NAILED 19/32" APA RA�'ED SHEATHING (32/16 SPAN RATING) . *** COMPRESSION EDGE BRACING REQUIRED AT 32" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 SPAN 2 24 .500' 7 , 000' TOTAL SPAN: 31. 50 FT �.�, 7.� Page 2 LOAD PATTERNS (UNFACTORED LOADS) CASE SPAN SHAPE TYPE SOURCE W1 W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------------ ------------ ------- - - +ALL 1 UNIF DEA.D FI,OOR 26.7 PLF 0.000 24. 500 +2 1 IINIF ZIVE FLOOR 0.0 PLF 0.000 24 .5�0 +ALZ 2 UNIF DEAD FLQOR 26.7 PLF 0, 000 7 . 000 +2 2 IINIF LTVE FLOOR 0.0 PLF 0.000 7. 000 +1 1 UNIF LIVE FLOOR 53.3 PLF 0,000 24.500 +1 2 UNIF LIVE FLOOR 53.3 PLF 0.000 7 .000 +3 1 UNIF LIVE FLOOR �3.3 PLF 0.000 24.500 +4 2 IINIF LIVE FLOOR 53.3 PLF 0.000 7. 000 + INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR nEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LaF -------------- -- 1 -A705 1165 1.00 2 -1568 388 0.90 3 -463$ 1162 1.OQ 4 -1634 512 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------____-------------------------------------- REACTI013S FOR TOTAL LQADS --___�-------------------� CASE BRG#1 BRG#2 BRG#3 1 785 2138 -402 2 262 713 -133 3 788 1938 -578 4 259 913 42 REACTIONS FOR DEAD LOAD ----------------------� CASE BRG#1 BRG#2 BRG#3 �---- ----- ----- ----- 1 262 713 -134 2 262 713 -134 3 262 713 -134 4 262 713 -134 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 BRG#3 1 523 1425 -268 2 0 0 0 3 526 1225 -445 4 -3 200 176 MAXIMUM UNFACT�RED SUPPORT REACTIONS (PL�') USE THESE VALUES WHEN TRANSFERRING LOAL ------------------------------------------------------------------------------- BRG#1: 591 BRG#2: 1604 BRG#3: 32 i � "�f �. , � Page 3 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 BRG# 3 ------- ------- ------- 3_50 3.50 3.50 LIVE �OAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAZ ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LON'v'-TERIVi ---- ---- ------ ------ ----- ------ ------ ----- ------- -___-------- 1 1 0.29� 0.53A 976 0. 449 0.809 651 1 2 -0.070 0.150 I182 -0. 104 0.226 788 2 1 O.Q00 0.539 0.150 0.609 1952 0.150 0.225 2 2 0.000 0.150 -0.035 0.226 2363 -0.035 -0.052 3 1 0.305 0.539 960 0.454 0.809 693 3 2 -0.069 0.150 1185 -0. 104 0.226 ?92 4 1 -0.006 �.539 51287 0. 145 0.809 2019 4 2 0.009 0. 150 9648 -0.034 0.226 2416 **** FOR DEAD LOAD DEFLECTI�N DATA SEE LOAD CASE 2 **** **** m�TAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS_ **** **** FOR DEFLECTION, L IS DEF�NED AS THE DESIGN SPAN I,ENGTH OR TWICE THE I,ENGTH FOR CANTILEVERS. STRESS INDICES CASE M5I VSI -------------- ---- ----- ----- 1 0.712 0, 647 2 0.263 0.240 3 0.7d1 0. 646 4 0.247 0.289 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOII ARE SOLELY RESPONSIBLE FOR ERR�RS RESULTING FROM INCORRECT INPUT. THIS PR�GRAM IS A DESIGN TDOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND C�NCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS C�MPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, �R LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIAATA-PACIFIC CORPORATION (-.S - 2 S �� W� i oa' �aa °�°,� u?�-? [] t? N� r i °" E 7 `E> ' _ _ '�� I i o�v c� U a a r- W E' � ,-� �' � a O d '• W H' ; ,� o �qE7. tl M M �� m O�S CG.�l CJ�.. iC afa'a .. p '� "n v�ncv° wqEC`n �. . 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LP WILL MAKE AVAILABLE TO ALL REGISTER�A USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE TN THE CONTINUTNG EFFORT TO MAINTAIN COMPLIANCE tniITH CHANGING BUILDING CODES, TNDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/4R METHODS OF ANALYSIS. COMPANY: BMGP Engineers, Inc. JOB ID: Xelm Assisted Living Facility STATE: WA CODE: TCB4 PRODUCT: 1-PLY 16.000" LPI 32 DESIGN CRITERIA FOR FLOOR JOTST (UNFACTORED LOADS) LIVE^ DEAD' SAFE a � LOAD ALLOWABLE ALLOWABLE (PSE') (PSF� LOAD SPACING SHARING SHEATHING LL DEFLECT TL UEFLECT lOQ ` 2Q ^ NO^ 16 0 � 7$ GLIIED&NAILED L/54Q L/360 ALLpWABLE / WORKING STRE5S DESIGN DATA DEFLE�TION -----,----- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ---------------------------------------------------------------- ACTUAL 2341 2$59 1309 0.124 0.146 ALLOWABL� 2850 6613 1800 0.306 0.459 STRESS INDiCES 0.821 0.432 0.727 L/1335 L/1130 LOAD CASE 1 1 1 3 3 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND M.AY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** FOR DEFLECTION, L IS DEFINEII AS THE DESIGN SPAN LENGTH OR TWICE THE I,ENGTH FOR CANTIyEVERS. NOTES ***^PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIC7NS. ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER OR DESIGNER. *** DEFI�ECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 19/32" APA RATED SHEATHING (32/16 SPAN RATING) . *** COMPRESSION EDGE BRACING REQUIRED AT 42" O.C. OR LESS. ST�tUCTUR.AL GEOMETRY ------------------- SPAN 1 SPAN 2 -------- -------- 14 .000' 8 .000' TOTAL SPAN: 22.00 FT FS . 2'7 Page 2 LOAD PATTERNS (UNFACTORED LOApS) CASE SPAN S�TAPE TYPE S�URCE Wl W2 X1 (FT) X2 (FT) ---- ---- ----- ------ ------ ------------ ------------ ------- ------- +ALL 1 UNIF DEAA FLOOR 26.7 PLF 0.000 14 .000 +2 1 UNIF LIVE FZOOR 0.0 PLF 0.000 14 .000 +ALL 2 UNIF DEAD FLOOR 26,7 PLF fl,000 8, 000 +2 2 UNIF LIVE FLOOR 0.0 PLF 0.000 8. 400 +1 1 UNIF LIVE FLOOR 133.3 PLF 0.000 14.000 +1 2 UNIF LIVE FLQOR 133.3 PLF 0.000 8 .000 +3 1 UNIF LIVE FLOOR 133.3 PLF 0.000 14. 000 +4 2 UNIF LIVE FLOOR 133.3 PLF 0.000 8.000 + INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (FT-LBS) SHEAR (LBS) LDF -------------- ---- --------------- ----------- ---- 1 -2859 1309 1.00 2 -476 216 0.90 3 2646 1283 1.00 4 -839 730 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THE5E VALUES WHEN DESIGNING CONNECTORS ----------------------------------------------------------------------------- REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 BRG#3 ---- ----- ----- ----- 1 909 2341 270 2 151 390 45 3 936 1732 -214 4 124 1000 530 REACTIOPIS FOR DEAD LOAD CASE BRG#1 BRG#2 BRG#3 1 151 390 45 2 151 390 45 3 151 390 45 4 151 390 45 REACTIONS FOR LIVE LOAD ----------------------- CASE BRG#1 BRG#2 BRG#3 1 757 1951 225 2 0 0 0 3 785 1342 -260 4 -28 610 4$5 MAXIMUM UNFACT4RED SUPPORT REACTIONS (PL�') USE THESE VALUES T+JHEN TRAAISFERRINC� LOAL ---------------------------------------------------------------------------------- BRG#1: 702 BRG#2: 1756 BRG#3: 398 FS 2� Page 3 MINIMUM BEARING SIZES (IN) -------------------------- BRG# 1 BRG# 2 BRG# 3 3. 50 3.50 3. 50 LIVE ZOA� DEFZECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALZ�W. L/? ACTUAL ALLOW. Z/? INSTANT LONG-TERM 1 1 0.112 0.306 1479 0.135 0.459 1232 1 2 -0. 05i 0.173 1850 -0.061 0.259 1592 2 1 0.000 0.306 0.022 0. 459 7394 0.022 0.034 2 2 0. 000 0.173 -0.010 0.259 9252 -0.010 -0,015 3 1 0.124 0.306 1344 0.146 0.459 1137 3 2 -0.048 0.173 1984 -0.056 0.259 1678 4 1 -0.014 0.306 12285 0.012 0.459 13808 4 2 0.028 0. 173 3358 0.027 0.259 3503 **** FOR DEAD LOAD DEFL�CTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOHIN SS INSTANTANE�US. **** **** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR TWICE THE LENGTH FOR CANTILEVERS. STRESS INDICES CASE MSI V5I 1 0.432 0.727 2 0.080 0.135 3 0.400 0.713 4 0. 127 0.406 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBZE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOZ AND SHOULD BE USED W�TH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. 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I. a- 3li= �.2-�, ' 12,02.� �' 1 FILE NO. n�'I'-� SHEET NO. 1�� ' 1 ► MADE BY � DATE �� SALEM,OREGON CLIENT MT �T PROJECT YELJ`� �L.F �iT7�Y£—��3°"Q• /�: a/V+i� tQ4S-'t3th Sttest 3E � date: 4:14PM, 6 FEB G3 flesctip�fon: 3atem,Oregon 9T302 ph: 503-399-1399 Scope: fx:503-399-6259 axe s i o o PSgC 1 > Va�r- Kw-0602373, var 5 _��9��gpan Beam Analysis �: r � �03w3o111-s� ecw:calwlaaooa: (c) 1 9 8 3-2 O O 1 PLNERCALC En _ _ . _ �� „ � - ._. ..,. ._ .; -�_:.:.:..�.:.::....:..:::.::.....:.::.....::.:... ..s-:......... . ...._ . .-- --..... ._ . . _.. . _ . .._.. . .._. ,.,.._..,,,:.i:�....,:,:,..-�r:.::_.,...:..:...,.....:.......:... . . ... Descnption Tawer Hip Truss load Anatysis > General Information ' >,:.:.::::.�: :: ,..<_::. _ ..:.. .,.:.::.::. ....... .: . _:....:.:...:.......... . .. ... .. �........;. Center Span 42.U?� �Aomentof 1nert+a 1,OW.000 in4 Left Cantilever tt Elastic Nbdtil� t.SOd ksi RipM Cariti►ever 4.20 ft 8eam End F'vcity Pin-Pin Uniform Loads . ... ...:. ..:...:.:.::.:�...:..:: ...... .:: -�: -,:.,....::.,.:, ..,....:�: ......�.::;:�:�::� �� ...... . ::::..:..... ... ......... . .. .: ;:::�:::..:�. ..::::::::. ..�.;:.:;.:,:.::. . a+c�spu,... a+�e canui�v�... o��c c�;�_. �� o.o2a krrt �� wrt �t � Trapezoidal Loads � ..:.....:..:::..:.::.:::::.:..::::._:.:::--..:::...._=:.:..�::::..::..:.�..:..::-:.�::::._::,:::..�...,...,.�::_::::::.:.::..�_.:::.-.,:-,.-:..:::::::::::.::::.:,.::.::.-.:..:.�:.:::::::::::::::._:::.�...:.::::::::::::,:.._...�:..:_::..:::..:_::::...=:...... Nlagn�tude @ Left 0.122 k/ft 0.203 k!ft klft k/R ��R� k/ft k!ft k/ft � Dist.To teR Side ft �t ft R pist.To Right Sid� 16.22Q ft 16.220 R ft ft Query Values � :.:;:.:;.::.;:..:::..:::.:::::.::<.::..:<;:.:<.;:.;:,.:;:..;.;,:.�:,::::::::.:::.::..:::,:,,.::::�.:::::.::,.::::::,.:::.:.:,.............. . Center Locet9on 0.000 R Let't CaM _. . 0.0�0 ft Itfght Cant 12.a20 ft Mornent 0.00 k-ft 0.00 k-ft -0.25 k-it Shear 1.57 k Q.00 k -9.13 k Deflec:tion 0.00000 kt 0.00000 in 0.00000 fn -...»>SUIi'IR'!8l'j/�:............. . :;:::�:Mort�ettts...'... 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Q✓`�I)�� SHEET NO. � � i �f Z i MADE BY �� DATE V� 'O'� SAIEM,OREGON CLIENT MT �'T PROJECT ��"`- ` r�� BM�P Ereginsers�lnc. �� 1045-13th Stf@gt SE �9M� Date: 4:58PM, 6 FEB 03 Sa1em,Oregon 973dZ �� ph: 503�399-1399 �;a,�: fx: 503-389-8259 @�soi Vgar= KW-0602373, V�r 5 _s .p�d�tRSpan Timber Beam P� ' � (c) 1 9 8 3-2 O O 1 SNERCALC Srigi C: Ob6��0111-5� GCW:�003-- . �.:-.:: --;:.:::>. .. . _.. .:,.....:..:.:.. � � -- _.._.. ...._.___ ... ...... .. :__..:..._ .:_..:.:... ::....:�...,, ..:.: . .__...->;.._.__ .,.,.. -- - �.:_... :,:... _ :,:.::...:.............:.......:... . . ._ __..:. . .. .:..:_ . .... . Description Tower BM1 General infortnation .......:.. .,..,::.,..< ...,..-� •--� ...........::>::.::. � ..._ ,...,.,...._. ... - .... .... .... ............................:......,:.::.:..:::::,,.....:..,. ,,,.::.:,......�::.:.:,::::::;;;;:.;:;::>:;::.... .........:...:...................:::.:::....::::>:;:::.::::.;;::..;:�.;:::�.;;�.: ,::.::: :.::,_.....::..:..:::::...:..�.�,. . .. _ ..._:..::.:...::::::::..:::.: ,.::..:: _,.:::.,,.:::::::::.�:.... . Dauglas�ir,24F-Y8 Fb:8asic Alb�w 2,400A pw E{asUc M�o�dulus 1,806A ksi Spams Considered Cond�uaas Over Support Fv:Basic Albw 190.0 psi Load Dur�ia�Fa�ctor 1.150 Caic�{etions are desiyned to 1997 ND6 end 199T tBC Requi�r�rts Timber Membe�Ir�foRnation ................................,..,.,......... ......,...............,..... , Description $�� & t 2.50 12.50 3.123x9 3.123� Beam Widttt in 3.125 3.125 Beam Depth in 9.OQ0 9.000 End Fbdly Pin-P'ia P'm-Pjn Le:Unbraced L�er�ptt� ft 200 200 Membet Type 5awrt Sawn Loads :�::. .. ::.:�::.> ..:;;?;;: .........;;;Y�::.........:....:<.:��:;,..,.....,......._.............,...,.........,..,..,..,........,......,.,........................................................................,......... ............. ............... ........... ......... ,,::..,:::.,.. :.:.:.......... ...... .::..:.:.. ............ ....... . _........... ... ...._......._._........_...._ .._._.........._...... ........ Loa� Ttds Span Deed toad �1R t 58.00 158.0� Live Load #!ft 24�.Dd 247.OD Resutts . .....,.., �,: .<,.:. .., .,,:, ,.,.: ,.<.. ,.:,<, . :.,,, •,,:., __ ,...,, ,::. _ ,;,::,. <...<, ,,,,�,, :,, . , _ _.�.;: ._ :.,.. Mmex�i CrMr in-k 53.4 53.4 QX= R 4.67 7.83 Mauc�Left Er�d ir�k 0.0 -94.8 Ma�c�R�qht End in-k 9d.9 0,0 fb:Actua! psi 2,2�Q.0 2,250.0 Fb:AUoavable ps! 3,Z73.8 3,273.8 s�a�og e�m�oc 5hear�LeR k 1.90 3.16 Shear�Right k 3.16 1.90 (v:Actuai psi 1525 152.5 Fv:Albwablp psi 218.5 218.5 Shar O[ Sheu Og Reactions 8� Deflection :>;->OL _ Left.::::,.....:......._:.;:;;:k,:,,_:..:..,:::::0.7�:->,;;:.. ::;,_:->:2.47:;:,::.:.............._....:�.....__.._......:._._.::....:.._.:.:.......:.:...:.............. ._:..._.............:......__...__.__.._... ::.::....::..:: .. . ........ � -.._.... .......-- - - ..._..._._._.. -_.... � LL�Left k 1.16 3.86 Total�Le1t k 1.86 i.93 Ql�Right k 2.47 0.74 IL�RigM k 3.� f.16 Total�RigM k 6.33 1.90 Max.Deffection in -0.271 -0.271 �x= rt s.2s �.zs Query Values .. ... .... ...:..., ... .. ., .. . ............:....:...... ,....,.....:............:...,..:. . ..,... .. ,.:. ... .. . ._..: .............._. ......... .. .,.. . . ..._. .. . _ . .. Lacaition ft O.OD 0.00 Moment in-k Q.0 -94.9 Shear k 1.9 3.2 Oetlection in 0.0000 0.0000 �r- F� 8MC3P Engineers,Inc. T�: �# 1045-13th Stfeet SE Dsgnr: Date: 5:01 PM, 6 FEB 03 Salem, Oregon 97302 �� ph: 503399-1398 ��: fx: 503-399�$259 Rg�5 1 b p.n..0 � -.- Qaer- KW-0602373� Ver' S -5 -��'tl�,Span Timber Beam ' �J`� �� (c) 1 9 8 3-2 O O 1 ENERCALC Eragi C:�Ob3120�3W30111 61YCIm.00w'Ci1CL�h^nS.: .: .. ::: . .;,;:.....,,:...:...::.....,..:,,;,....;..:,,,..,..;,.....:........,.:...;.:..� .. _._. .. . _. ._._- . --..._._ ,_. . . -- '---....... ....__.... .___ . ..__ �.., �:.... ,,.. ....... ................................ . . .... . Description Tower BMZA General Information ,..... .:. ::.::.�::::�:,::.:. :::::: ;::: ...:..;::.. ..:::::.::�:::,:>:::�;::;:::>.::: _ :;:.:.::::::;::...:.,.... __ .: ..: : :...:.....:.�::: . ..: : Dauglas Pir-L.arch,No.1 Fb:Basic Allow 1,360.0 psi EtasUc Modulus 1,600.0 ksf Spans Considered ContinuoUS Over Suppat Fv:Basic Allow 86.0 psi Load Duration Factor 1.150 Calculations are designed to 198T NDS and 7897 UBC Requirdr�eMs Timber Member Irtformation . ......................... . ......,.. . Description Span rt a.00 e.00 T�� 6z8 6z8 Seam Width i!� 5.500 5.500 Beam Depth in 7.500 7.500 End Fuflty Pin-P'm tYm-Pm Le:Unbraced L.�pth ft 2.00 2.QQ Member Type Sdwn F,amt Loads :�:�:�:.�:.;: ...;:.:�:.:.. ......::.;v�:.:..............::..��;:........._.....,............................................................................................................................................ ::.;:..: --..:.:. ,.:..:..... � Dead Load iffft 158.W 158.00 Live Load #/ft 247.00 247.Od Results ,: ,.... ...... . ...... . ,. ..,:.. ,. ...... <.,.... ,..... ........ -: ,:,: _::,.... :.. __::.,: ,:.:, .:,.. . Mmaac�Critr_ _ in-k _ 21_S 21 9_ __ __ _ _ �X= R 2.99 5.01 Mau�left End 'm-k 0.0 �6.9 Max�Right E�d fn-k -38.9 0.0 fb:Actual psi 754.0 754.0 Fb:Albwable psi 1,550.3 1,550.3 Beoeioa O[ Bending og �h�r�Left k 121 2Q2 Sh�r�RigM k 2.02 121 fv:Acival psi 64.2 fi5.0 Fv:Allowable psi 97.8 97.8 Shar o[ Shur oB Reactions 8 Deflection ;;.; ..;.:>._:<.: .:<_:_:.:>:-::.:>::.;:-...:::<::::.:.:::.::.::.::.>:.:::;.::.:>;:,..>;:,.::.::.::.::,:<.>:;.;;:.:::.:::::,.;.;:.::<._.:::>:.>->:.:.;.:,:.-.;:.:,.>.::»:::..<._:-_::.;::._.«:<.;:._::>:_:;:-;:.;.:_:;.>:_:._.<.;:.;:.:;:-::::.;:::;.<.;::::.::.,:->::.:.::.;:_;:,:::;.::.;,;::<.:,;:.>.:<..:::.,;,.:: DL�Left k 0.47 1.58 LL�Left k 0.74 2.47 Totat�LeR k 1.21 4.09 DL�RigM k 1.58 0.47 LL�RigM k 2.47 0.74 ToRal�Right k �.OS 1.21 Max Detlectiort in -0.450 -0.050 �X= R 3.36 4.64 Query Values .... ,.:. >; _ ;.;:>::�::.:::::::::..:.:..:.::.::.: ::..:.::::. . . , . . .. ,..:: ..:.:.;:::.::::,.::.:..::,.: .:,:,.. ,.: .::_. ::: t�ocation rt 0.0o O.oO . Moment iMc 0.0 �8.9 Sh�r k 12 2.0 Deflection in 0.0000 0.0000 �� e "r" BMGP Engineers.lnc. Ttde: �°b# 1045-13th St�eet SE Dsgnr: Date: 5:06PM, 6 FEB 03 Salem, Oregon 97302 �� ph: 503-399-1399 �: fx:503-399-8259 RB'm S O 1 O O LJg e r c KW-0 6 0 2 3 7 3, Ve r 5 -g -p�dlti�Span Timber Beam P� •' ' C c) 1 9 8 3-2 O O 1 ENERCALC Engi..... ........ .............. ....... ..........C:Vobsti2003W30111 s\ytlm.ecw Cakulalm�_;_ ;,.: : : :.:.::..:,....,.:;.:.:......... ,...__ _ ,.,.:,.:...:....,..,.,.....,...,..:. _.::,.:,,... ..... . . . _ _ _. .__._ ::... ............... ..... Description Tower BAA2B General Information , .......-r....... ............ ............................. . . , ........:....,;-., .. , ,., .::: .:.....:.....:........ .:...: ._...::,.::. ....,.....:....... ......�: ,..,......:::::::.;;�: ........::............... ..... .:::. .,,,..... ........ Dougtas Fu-Larch,No.1 Fb:Basbc Albw 1,350.0 psi Elastic Modtilus 1,600.0 ksi Spans Considered CoMinuous OYer Support Fv:Basic Aflow 85.0 psi Load Duration Factor 1.150 Cakulations are desigeed to 189T NQS and 1897 UBC Requirements Timber Member I�ormation . ........ . . .... . Descriplion ft 8.00 8.00 T'�g�pn 6:8 6:8 � Beam Width in 5.500 5.50Q Beam Depth in 7.5Q0 7.500 E►,d Fraty r�-� �-m-�-m Le:Unbrraoed Length R 200 200 Member Type Sawn Sawn Loads ;Liv...Load Used This S;:...,;;;?;:.. ............:::Y�.;;..:..........:.;:Yes;:...,.,._....,..,....,.....,.........................................,.......,,,..,.....,..,........,, ..,......,..,........................................ _ .::..:........ .. e pan oead�oaa #m 2ta.00 2�s.00 Live Load #/ft 347.00 347.QQ Results ,:,.:. ::. :..,.. ..... ... .... : .. .:.. .., ...,;, ,..:... .,...,... _ : ,�. _ .:;. �. _,,:,, ;:,, ;::, _ ,:::. M1Amax�Crttr in-k 30.5 _ 30.5 �X= ft 299 5.01 M�c�Left Erxi in-ic 0.0 -54.2 Max�Right End In-k 54,2 0.0 fb:Ac�ual Qci 1,051.9 1,051.8 Fb:Altowable ps� 1,550.3 1,55d.3 Bcndins og Bending Og Shear�Left k i.69 2.82 Sheat�Right k 2.82 1.� fv:Actual psi 89.6 90.7 Fv:AliowBble psf 97.8 97.8 Shnr O[ Shnr oK Reactions 8 Deflection ;-»>DL.;,_,::left'>:.,, ................:..,:k.,»>;:.....:-:._:<0.65,:,:<.:.....: ;::-2.18-.>-:................._..._.._......_.._._........ ___.......__._......_....._._..,.....,.........................._............ ..... :.:.:........... .-. ....:: .....,::.._.:::....::_:.. ,:.:.... ,. ..:.....::::..::::.:...:.:...,-:..:.._:.:::::::-::.:::.:.:............ - � LL�Left k 1.04 3.47 Ta4a1�Left k 1.88 5.85 DL�Right k 2.18 a.65 LL�Right k 3.47 1.04 T�al�d Right k 8.65 1.69 Max.Defaection in -0.07Q -0.070 �X= ft 3.38 4.64 Query Values ;: .::;. �,.::;.:.:>::.::;:: ;:; . :::.; . ... ......................... ..... .... _ .:: ;:. .:;:::: ::..:< .::;: .. ,...:............:.:..... �uon rt o.00 o.ao ��t ��-� o.o -sa.2 Shear k 1.7 2.8 Deflection in 0.0000 0.0000 �zr- .7 BMGP Engir►eers.lnc. Title: .1ob# 1045-13th St�SE �9�� Date: 5:13PM, B FEB 03 Salem,Qregon 973�2 ��'�' ph: 503-399-1399 ��: fx:503�99-8259 RB'�50100 bc V��r: KW-0602373, V�r 5 _S _��'t�'�7/�an Timber Beam P� 1 � (c j 1 9 8 3-2 O O 1 ENERCALC Engi r�--- c: ' �2003W30111-s\ xw:Cakulstio�;: ,.. >:>. ,. __ ,.:;....::.......,.:..,.:.....::.... ,......,. ;;.:...;,,..,. :_-_ ,::. . ,:. ,,...,.::. : ,:..:....:....,...:..:,:...;,._ _ :,;,..::_._..._ .._. ,. .,...:...,:. Description Tower BM2B-single span General InfoRnation ::::.::::::: _ _:.......:::;;:;;::>::::::::::.::.:;:::::...... ::-::.:-:.::::::::::::::::;:::::;::;::;:.:::�::;....:.:;;;;:�;:.::::::::::::..:::::..:::.:;:::::.:::::.::::::;: >;: . . . ......::::::::::..::::::::::�::: Oou�las FK,24F-VS . . Fb:8asic A�low 2,4QQ.Q psi Etastic Modulus 1�80Q.0 ksi Spans Cortsider�ed Cordinuous Ov�Support Fv:Basic Albw 190.0 psi Loed Duration Factor 1.150 Cakufations are designeci fo 1897 NDS and 1�81 UBC Require�r�ents Timber Member Information ,:::;:<:;:;.;: . :: . : . . . . �...:; ... .. . , ...... . . . :...................... .................:........ .........:.:... . ....: . .....::. D�scriplion $pall ft 16.QQ '�$�qpn 5.125z12.0 Beam Wi�h in 5.125 B�m t3epth in 12.� End Fix�ty pin-Pio Le:Unbraced Length R 2.00 Member Type GiuLam Loads �:: L.Eve t.aed tJsed:Tl�s:.. .,.:�:.. .........,..;:.Y;:......,...:,,......,.,,..,..,...,.,...,...,...,..,,,......................,..,....,.,,.,,,,,..,,,..,.,....,.,..,...,,..........,.,..............,.,,,,....,...,...........,............,... ,:.;..... :�.>;.;;::.: ....._. -.::-.:.,...:::..::..:...::..::.: :.:.:.::....:::.. .:.:..:.....::..:..:,.::::.:.::::��:::::::::::•:.:.::.:.. .,.....:: :.::.-:::.:--.:-:::..:-...... Spen � � t?a�d Loaci #/R 2t8.QQ Live Load �E/ft 347.�0 Results :.,. ,.:_ ,:::. ,,.,,..:.., , .. ....: > .. :. : : �.: .:.,_. ,..,.. � _,,..,.. .:.:. .,.:: _ .:,:,, ,,,,, r . :,;. _ ;:. Mm�c�C�r m-k�I 2'i7.G _ _ _ , X- ft1 &.OQ t�c�L�t ERd 1Mc� Q.Q Max�Rlght End iMc� 0.0 tb:AGtua! psi 1,763,9 Fb:Albwab� psi 2,751.7 `Beneing OB Sftear�i teft k� 4.52 3hea�'Q RfgE� k� 4.5� fv:R�t p�� 57.Q Fv:Rtlo�wa� psi� 218.� sn�og Reactions 8�Deflection �DL��Left, „Fc. Y.,.,.,.>,>.,1.74' ..... LL�tett ,,,,,,.>,...,.,.,>.,,., k�, 2.78 .................................................>...,....,,.....,.,..>.>....>»...,.....,.,,,,.,...,.,,..,,,..,>.,.,,,,,,,.,,,.....,,,..,.,...,,,,.,.,,,,.,,,.,.,...,,,.,,,,,... Totaf�l.eit k� 4.62 OL�Right k t.74 lL�RigM k 2.78 Totai�Rigtd k( 4.b2 Ma:.Deitectivn in, -0.627 �t X= R &.Op Query Values ,,_ ...::...:..::.......:. :.. :: :. ....:.:..:..:..:.. .::.: .... ......... . :. _ ..:.: .::.:.....: ... ..:.:..:.:.:.....:.:::.:.::....:.:.........::: Location R 4.00 Momettt iMc .O,p SF�r k 4.5 Detfectkm fn d.0000 �� .� E�T`r._Pl oe 1-�E��v - �o� C- st�. = Co° �,,.,p= i s�i�,� = 2-to Pl� �� S 30 � 3 = I�' w�- ��18�: �Sopl�' Z � y=�-20!3�S 2��0�bs . Fv�8�(,,.�s� 3 4�psc, �_�l��z = �2�0 i� Fb = I��1.�S� = i 552 �� 8 �= I.co�(.p o s y� _ .?� �.= I.��2 icoo� � 33.0(� ;,w �� S= 3�� iZ� Z 2,;.o � I`�Z S. Y 22�S�'�Zn�,Go�`� ,� i.c�� .�� = l�.C.ow.. C.ox� r.�' �I_ r�-�a� 1��L�p�� -S�c.,71 oh� C, S Lo° was �S�1q�=2�p1� Te.�P> S 3� �$ � t9� ws= 2s(19� = �"ISpl� ►�K Cd �Iu,�, �v = --�c�o�C3�= 2z�o �b , N► _ .�c�(��Z Z ��-�;�b F� � 9s�i,►s)5 �09��- , � Fb = l000(,i isxi�3�r 1'�95��, �= " C�'.-u�as� �� '%' '�(� S� � !�j��s►�>F•r 25,�b �.,��,a .�t0 �'., z 2z�o � -� _ �os�s� �b = ��a Ci.�S)(,ti.2�S ,�o�� .�.� -�b = 3�?0�� = 822�. - - 49.9� sE.�c.-r �X Ib t��I �� 1 FILE NO. �I'�� SHEET NO. {�` '� ► MADE BY � DATE �� r -O� SALEM,OREGON CLIENT MT E�T PROJECT ��^'M i"`� }�o�+ �Oo� ,t�r.l� �o �Z l.o� c� �ricK �r�� BM3 I �P�I. �Id� ie�� J S/Z+'J YS,S ,,,,fl � I��S,S� S �3�1�' W5 = 2S�,S.S�S i�J�pl� �4220 � � _ / / I ,Z � S �220��o�'�zs 1100 ��, / �/� ---� M = 220 �io�Z'�� s 2��O �,Il� � �_ I d _�Z� s .��,�. L— — � _ ' � �k��.� � � I . � � _"I �v� ►.s �iao> =Cos.o �� v ✓ �� - -I 25.� _ `�I � 3 21soGZ> = lo1(.�psc.� � r � .(d� � � = 2z.s�22��!,�o�� .2�Q, � ��-3� r" )•c�� C1��. �� 1�L�T � ��'i'7 �.�= to' -c��,� Z z = �� wr, _ �s Cv�_ �zo�� = 2s L�� - 290�►� 1� _ �o��o�''z, �(�-�b r� _ ��Go�Zi� _ �1�.�rb L.r.x�K� �Q�j -�v = I 5 I[aoo� = q�t��s� �--' 25.�-� . paY c�.��A�o� �j � `{�O 12> � {�`N�c.�� t_EGT (�x�'j 3O.Cd.v �� FILE NO. ��I�-S SHEET NO. "� �lO i MADEBY � DATE��,�D3 SALEM,OREGON CLIENT MT � PROJECT ��N� H�^ �MS � � �t 3 = 1 I o0 Ibs �M �l3 � ,� i�� = I Lo� f bs �oM I�JM� � P� �4 � , I s c,-r �-f�� 2� .� �� FILE NO. 0��''-� SHEET NO. �� '' ' i / MADE BY � DATE `��O� SALEM,OREGON CLIENT MT GST �� PROJECT ��^�"M �"`-^ BNItflP Engineers,IqE: TRie: YHm ALF Jots#030111-S 1045-13th Street SE iisgnr. MSG date: 11:49AM, 7 FEB 03 Salem,Oregon 873Q2 ��=Three Story Assisted Living Facility ph:�d3-399-139g Scope: FuN Strudural Arralysis and Design t�c:503-399-8259 R�'l501 O Vs�r'- KPT-0602373, Vaz' s .5 _�e�eral Timber Beam � t �` C c) 19 8 3-2 O O 1 ENERCALC Ez�g i C:IjObS\2003\030111-8\yCIID.�Cw:Cl1G118h005;� ..... .�. �. ....-..:: .....�..............,...........,..................,............ ..., ... .:.-... �..,....... ...�..... ......... .....,........ ... ...... ,. .. . ........ . . ........ ...... Description BM5 'General Information Calculatians are desig�ed ta 1997 NQS artd 1997 U8C Requirements ; Section N�me 4x8 Center Span 7,5Qft .....Lu 0.00 fl Beam Width 3.5U0 in Left CaMilever ft .....lu 0.00 ft Beem Depth 7.250in RightCarttilever 2.5Qft .....Lu Q.00 ft Memher 1'ype Sawn Douglas Fir-Larch,No.1 Bm Wt.Added to Loads Fb Base Apow 4,000.0 psi Load Du�.factor 3.154 Fv Af{aw 96.0 pai Beam End�ixity Pin-Pin Fc Atlow 625.4 psi Wood Denslty 35_p00pct E 1,700.Oksi Point Loads __.<.�d i_oaa.; . _..��a1,,:o,.: .._..s<... _._........._....:<.>�.:.:_................ ,:�..: .......... ...._._. _.. _........._ :... ,:.:..,,:. ............ :..:.........:.:.:.......:.::.:...:.::.:...:.... ,.:,,,::.:::.:,::...:.. ,..:.,.,.. .. . ..:... ...;.:.:::...., ......::.........::....::...:.,.......,<:....:,:::...::.:::..,...:.:..:.,. .,,...... 3 Ibs 600.OIbs bs �s lbs Ibs Live load 687.0 4bs S,OOO.O lbs Ibs Ibs Ibs {bs �s ...disGance f U.000 ft 5.000 ft O.WO ft O.Q00 ft 0.000 ft 0.000 ft 0.000 ft ....................................................... ."Summary Beam Design OK .......................... Span=7.5Uft,Right Cat�t=2.5Qft,Beam Width=3.50�in x Depth=7.�n,Ends are Pin-Pin Max Stress Ratio o�� : 1 Maximum AAament -2.8 k-e Maximum Shear"1.5 22 k Altowabie 3.8 k-ft Altowable 2.a tc � Mau.Posftive Momerrt 2.00 k-ft at 4.987 it Sh�►: �Left 0.42 k � Max.Negative Moment -1.05 k-ft at 7.500 ft �Riqht 1.46 k � Max�LeR Support 0.00 k-ft Camber: �Left 0.000 in Max�Right Suppat -2.77 k ft �Center O.OtS in Max.M allow 3.82 ReacHons.._ �Rlght 0.044 in tb 1,083.81 psi fv 8B.03 psi !eft Dt 0.08 k Ma�c 0.42 k Fb i,485.00 psi Fv 10925 psi Rigt�DL 0.99 k Mau 2.57k Deflections _...;-;CenterS;>. ...._..__........... _.. «"LeftCantife«....--•................ _ _...._........ ..... ....:::::::..:.::.::,,::::.,,,.......,,.,::••-;:<:.::.::,.,,::,,::,.,,,,..,..:;::.,.:;....,:.:.::.::.::. ..::,..:.:......,.,::,.,,,.;,,.,,,,,,:,,,.,,<::,,,:::,...:,,:«.,:.««;.:<.;;:<.:.:;..:<,,,,.:::,:::::::,::::: P� � Total t.oad ver Dead Load T�ai load i�eff�ction -0.010 in -0.078 irr pefle�ction 0.000 in 0.000 irt ...I.ocation 3.471 ft 3.989 ft ._.LewgddDeft U.0 �.0 ...LengthlDefl 9,308.2 1,147.24 ��yH� Carr�ber(using 1.6'D.L Defl)... petlection -0.029 fn -0.158 In �Center 0.015 in ...L�Oefl 2,�53.5 384.7 �Lett 0.000 in �Right 0.044 in Stl'�2SS CAICS . _. :;:,, :.,.... .... ,,,.,.....::.........: .., .. .... _ ;:.. ... ,:,.: . . .:.::. ... ...,.. :.::..._ ......... ,,...... ....... _ _._ ._. __. ,. . ...,.,,.. ..,_. .. Bending Anatys(s Ck 31.181 Le 0.000 R S�oc 30.661 in3 Area 25.375 itt2 Cf 1.300 Rb O.OQO CI 0.000 Max Mornerrt Swc f2ea'd ANowabk tb �Centes 2.00 k it 16.04 in3 1,496.00 pai �left Suppat 0.00 k ft 0.00 la3 1,495.00 psl @ Right Support 2.77 k-ft 22.23 in3 1,�95.00 psi Shear Artalysis �f Left Suppa�t Qi Rfght Suppat Design 5heax 0.62 k 2.18 k Area Required 5.664 in2 19.982 in2 Fv:AUoHrabk 10925 psi t09.2S pst Bear�ng�Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.19�in Max.Right Reaction 2.57 k Boaring Length Rsq'd 1.177 i� (�� .12 BMGP Engineers, InC. Title: Yelm ALF Job#030111-S 1045-13th StPeet SE Dsgnr: MSG Date: 11:49AM, 7 FEB 03 Salem,Oregon 97302 ��=mree Story Assisted Living Faciliry ph:503-399-1399 Scope: FuN Structural Analysis and Design fx:503�99-8259 a � VBar: KW-0602373, ve=- 5 _S _�eAeral Timber Beam P� 2 �� (Q) 19 8 3—Z O O 1 ENERCALC Ez1gi C:UObS121103\0�111-S�yC1ID.lCW: � ::: . ...... .: .._..... ..:, .. _ . .... .... . . . . . . . .: .. .-.... . . ::.,. . _... _.:.,:. . - .:.: ::..,.,. �.>:,.. ;.:..:. �-::,.. .... . ,�:,. ..�,,,, Descri , ,:, .., .: „> ption BM5 Query Values :::......::.::::::.:.::..::::::.::::::::�:::�::.:::;::::.::::: :::: . ....:...::::::;:::;::. ......;:::;;;:::.>::::........... ,.......::: ..:::>;:: ;;:,...... �n.v,a o s - ... ,..»....::::::....:::::...:..: :.: � pecified t�oca4�s Momertt Shear Detlectton �Ce�ber Span l.ocation= O.QO tt O.OQ k-R 0.19 k O.Q000 in �Right Cant.location= 0.00 ft O.00k-R 0.19 k 0.0000 in �Left Cant.Location= d.00 ft 0.00 k-ft 0.00 k 0.0000 in 2� . 13 �!�...-►��1o�Z ►1�- `"'� G.-` I�� ".�.-�to�. Q G--F�' r� �',Go G-.T Lo� w�; �s � �b ,-i� s �o�l� (2 +3� = i'f'-t��b � � ' � , W5= 2s ��t r� � �so�)�' C��-�.�`�� 232s�b a�.�MG u�l�c'�P..^M �oAO o�: ca�� 'tT�'�f.�5 S�.= 8' "�+p� ,, ►Z +� ? �� ' wa= �s�a� _ ►w �I� l,�s=2S�S� =Z.roQI� �-t' �✓'2 x 11��2� I. �[�'.>O�=b , �_ �'j��b '�.r �`��b r ��-r'�,''_!o� l�--� �`'��T t,.o� C� �-.CQG GT �do � Wn= 40p1+�� +�,� I'�� 3 �•� � �; ��'��= 2�`�s►b �'� y �� ,T �'Z,��'� I•4.�E �..1� F� - -- �: 2902�b �j ��oZib 1 r�,T��ot� 1-�� Cr��t�: $Tv�.� ?�- 2}� ��.�,� �' wa 3 �,�"to.S) � 3�iQ.�pl�' -TP�V�= a�/Z = 2loS' ws =2,�210.�\f LoCv2,�� ►c� V= �oc�C.c��lz = i�o�l� WI = �ocoo ��i�` � �`�'7o ilo� �Y oP��l�-n� Ga�J�� C L..coJC I O �� i E `t��l M� k�1 LL ►+J o�!< c�`� , , � �i'r = 312X�(�-s� Z I�`�� > Fv �� 3�R , ��► ��,-r 3'Z x9�z I.� 71�o�b .�, ��Gz> Z �,�, .�► �� FILE NO. ��'� � SHEET NO. r� '1� � M�? '=-� -�� i MADE BV DATE ' SALEM,OREGON CLIENT MT� W�aT PROJECT ��v \ �� BMOP Engineers, Inc. Title: Yelm ALF Job#030111-S 1045-13th Street S€ �sgnr. MSG Date: 12:47PM, 7 FEB 03 Salcm,Oregon 97302 ��Three Story Assisted Living Faciliry ph:603-39$-139� $cope: Full Strudura!Analysis and Design fx:503�99$259 R�'m 5 1 O L7aer: KW-0602373, V@r 5 _5 _�eweral Timber Beam R�e � ;; (c) 19 8 3-2 O O 1 ENERCALC Sngi C:UOb6�03�030111-5\yE1mECW:GIWIattOn3�i �..: ......:. :.;.. �.::� ..:. ��:::.: �:::. -- . . . ..... ...__.. ...: .�:- ..... •��- _... ___. . . . .,.��: . _.:.:,.:....,..::.:.:;.. . . .. . . . .. . ._...._ . .._... . ... ... . _ .. . . . _.__ .. . Description Exte�ior Hgad�r w/GT load n�ar Grid 5 General Information Calculations are designed to 1997 NDS and 1897 UBC Requfrerr�er�ts ; Seclion Name LYL:3,640x11.876 Cent�Spen 8.0p R .....Lu 2.OQ ft Be�am Width 3.500 in Left CeMilev� ft .....Lu 0.00 ft B�m Depth 11.875 in RigM Cantite�er R . ...Lu 0.00 ft Mernber Type Sami Lou�iana Padfic,Ganglam 1.8E W 2B50 Bm Wt.Added to Loads Fb Base Atbw 2,�0.0 psi Load Qur.Factor 1.'150 Fv Allow 290.Q psi Beam End Focif�ry Pin-Pin Fc Allow 900.0 psl Wood Density 35.000 pcf E 1,800.0 ksi Ful1 Len th Uniform Loads ,..�......_..._..._.........._.............................._............_.......................__.............:«.<.... ............._....... ._. ..... ........_................_...._............_......................._................_.. ..........,...........................,....................,................,.,.:............:......:..,...,............ .....::......................::..,.,:.....,.,..::..........................,.....,.,.........................�............................ Center DL 120.00#/ft !L Z00.00 #!tt LeR Cantikver DL !�/ft LL Nift RigM Centilever DL �flft LL �lft Point Loads :::.-Dead Lo�d.._::::.�,:1.�9S.O Ibs.:::::..............:.:::::.'.,:::::..._.......,......:::::::,.,:::::.......,..........:::.:.:.'�.:::::.............,.:.,::,.'�:::::.:........ ..::,::::.I�::::::..............,::,:,::��,::::. _._ .. _._..... _..._... _.._. bs bs Live Load 2.325.0 ibs ibs �bs ibs Ibs Ibs Ibs ...distance 1.000 R 4.Ob0 ft O.Q00 ft O.WO ft 0.000 R 0.000 ft 0.000 ft �:" ::. -- ;� : :: Summary � >::......::.....:�:.: :...;....:.. .......:.;:>,.: Beam Design OK Span=8.00ft,Beam Width=3.500in x Depth=11.875in,Encls are Pin-Pirt AAax Stress Ratio �.�i : 1 Maximum Momer�t 4.a+c-� Maximum Shear"1.5 6.4 k Allowab}e �.7 K R Allawabie ��.� � Mlaoc.Poaitive MbmeM d.83 k-ft at 2.592 ft Shear. �Left 4.58 k Max.Negative Momer�t O.OQ k=ft at 8.000 ft �R�ht t.79 k 1 Max Q Left Support D.00 k-it Camber: �L.eft 0.000 in � Max�Right Support 4.QQ k-R �Cenier 0.037 in Max.M alloar 20.7'3 R�... �R�ht O.OQO in i fb 704.36 psi fv 153,69�st LeR�L 1.74 k M�c 4.58 k � Fb 3,024.46 psi Fv 333.50 pai Right Dl 0.�k Mau 1.79k Deflections .....:.,,...:...:....::..: >. ,.�,.:...._.::;,::.,.:.;..:>:,,,,,,,..;,�.�.,,::.,,.>:: .,.. �:.:.:..,.:.........;.._.,,,,.....;:.:.:._..>.>.�.;.. �. ., .,.:... .._„_,. , ,.,:..>:.:,. �...>H.�..., �>.:.:...:..::.,,.>. . >.:>.,: center spar�_ � � �ert ca�rtifever._ j� T�a!t,oad Detlection -0.0241n -0.064 fn Defl�ion 0.000 in 0.000 in ...location 3.744 ft 3.744 ft ...LengttUDefl 0.0 0.0 ...Letrgth/Deil 3,921.0 1,511.02 ��y�.w Carr�ber(using 1.5'D.L Ue1f)... D�fleeiiofi 0.000 li� 0.000 in �Center 0.437 in ...LenQthlDefl 0.0 O.0 �Left Q.0�0 in @ Rght 0.000 in �F ,1� BMGP E�gineers, (11C. Title: Yelm ALF Job#030111-S 1045-13th Stfeet SE Dsgnr: MSG Date: 12:47PM, 7 FEB 03 Salem,Oregon 97302 ��'�Three Story Assisted t.iving Facility ph:503-389-7399 scope; Fuii StrucWrai Analysis and Design fx:503-399-8259 fx� soi � Z iJ�ar KW-0602373 , Ver 5 g _�eweral Timber Beam P (c) 1 9 8 3-2 O O 1 ENBR�'a r C Erag i C:VObD�2003\�30111-5\YCIDI.GCw'C�n!i: .. . .,, ::..�. . -. �.:.. � .::... . . .:,.,:..:,..,:,...... .:..,.:, - ,:.,,,. ..-. �::,,...,.:..,.:::;.: .�. ,.,.. . .__ . . ....... ...... ... .. .. .-... ... ....�. .. � ....: ::: Description Exterior Header w/GT load near Grid 5 Stress Caics ,....:;:eendi;:.. .;.>�;: .......................,..............................................................................................:....................,..........,.......................,...............,.,....................,......... :;:;:,: ::::;;.:..::.:.:.::...::...:: ,.,:..:::.,:.::..,,:,:::,, :: ,:: .,.:..::.:,.::::.:.,.:::,::.:,::.:::::. ..:::..:::.:::.::..:::::.::::,:.::.::::::::::::.:,:::::.::: ::..::,.,.:.::::,::.::::: :::.:, ; ng Ana yds Ck 19.710 Le 4.118 ft S�oc 82259 in3 Area 41.563 in2 Cf 1.000 Rb 6.923 CI 0.992 Nlax N{oment S�c Rea'd AlkZwabte tb �Ceriter 4.83 k-ft 19.18 in3 3,024.46 psi �Left Support 0.00 krft 0.00 in3 3,047.SQ pst �Ripht Suppott 0.00 k-ft 0.00 in3 3,0�37.SQ psi shear Anaiysis �Left Suppat �Right Sup�at Design Shear 6.39 k 2.20 k Ar�Required 19.154 in2 6.805 in2 Fv:Aliowabte 333.50 pst 333.50 p&f e��,�s� MM�cc.LeR Reactbn 4.58 k B�ing l.�th Req'd 1.453 in NN!•aax.Right ReaCtio� 1.79 k 8esring Length Req'd 0.567 in Query Values _;,.,, ,... ,<:,:, _ _,.::,: �:,.:. ,..: .. :.:: „ ., ,......: _ .;, .:,;,. ::..: �.,,,,: ..::. .. ... ...> :.,.., ,..., ;. M,V,b D�Specified Locations ___ Mornertt_ _ Shear Deflection �Cerrter 8pen LocBtion= 0.00 ft O.OQk•ft 4.58 k 0.0000 in @ RigM Cant.Location= 0.00 ft O.Op k-ft 0.00 k 0.0000 in �Left GaM.Lor.at+on= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in �� .I� BMfP Engineers�Inc. Title: Yelm ALF .bb#030111-S 1045-13th St�eet SE Dsgnr. MSG Date: 12:55PM, 7 FEB 03 Salem.Oregon 97302 �PhO1i�Three Story Assisted Living Facility ph:503-399-1399 gcope: Ful1 Strudtua!Analyais er�d Dasign fx:503�3-8259 R��soioo � / Vsar: KW-0602373, �e= 5 _5 _�eweral Timber Beam � � - (c) 1 9 8 3 2 O O 1 ENERCALC Engi C:�Ob612Q(13�U30111-8\Ytlm.tCw�:GICUlat10 ..,�..:......... ....,.>. . ::....:...�..,-.:z,..,..:..::.».....,-,�..,.:.,.,..,,...:....,.,...:,.:.:.,�.,..,..,....:....:;.;�..;.::...�.:- . ...... __ _ ._ . .... .. . ..... . .. . . . - .-.. . :... ......,.,....::r:...:.:..».........,........................... Description Interior Header w!GT load near Grid 5 General InfoRnation Calculations are desigr�!to 1987 NDS and 1997 UBC Requirerr�ents � .,.................................,,.....,.........,,.....,.._.�..,..._....,. ..,...._.,.........,......,. ,... ... . Section Name lVl:�.600x9.b00 Cer�ter Span 5.50 ft .....Lu 5.50 ft 8eam Width 3.500 in Left Cantiiever ft .....Lu 0.00 R Beam Oepth 9.5001n RigM Catttiievet' R .....Lu 0.00 R Member Type Sawn I.ouisiana PaciNc�Gangi.am 1.8E W 2650 Bm Wt.Addecf to Laads Fb Base f111ow 2,6�0.0 psi Load Dur.Fac� 1.150 Fv�liow 280.0 psi Beam End Fbdty Pin-Pin Fc Apow 900.0 psl Wood Densily 35,000 pcf E 1,800.0 f�i Point Loads <...:.D�d".;oad,._.._«1.485:0" ,..........<..<...._ <..._..._.....:.:��<.............._.........:� ...,..............._.. ........._,...�«.......................«�<....... L Ib6, ,.ibs, .ib6` Live Load 2,475.0 Ibs Ibs Ibs �s Ibs Ibs ibs ...distar�ce 1.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft .................................................... t ��Summary� . Beam Design OK .. .............Pa..�....................... � S n-5.50ft,Beam Width=3.500in x =9.5u�,Ends are P'ui-Pin i Max Stress Ratia o-� : 1 Maximum Moment 4.3 iFft Maximum Shear*1.5 4.3 k AHoweb(e 13.1 k»ft A1lowable 11.1 k M�c.Positiv�Momefrt 4.33 k-ft at t.4A6 ft Sheer: �Left 2.90 k Max.Negafive MomeM O.Ob k-ft at 5500 R �Rigt�t 1.10 k ��.�rt s�o�t o.w �e can,�: �t.� a.000 �, M�c @ Right Suppat 0.00 k-ft @ Cer�tsr 0.023 in AAax_M albw 13.19 �Rigtd Q.dOQ $� Reactior�.s... ib 98"l.58 psi N 130.�psi Left DL 1.10 k Ma�c 2.90 k Fb 2,987.28 psi Fv 333.50 p�si RigM DL 0.43 k Mia�t 1.tOK Deflections ..�.p,. . ..._....._._•:p;�..:,�s.. :�.n., ..n... .r,r,,:, T---,-T.:. .,r„-+,. ..o., ..a.-r.c.r..r.,-�.. ,a..r.,..a,. .m. �::: �:.: .:...:::.:.:.::.::::::,::.,,::,.,,:, ..i, . ,:,;,:,:..,:.,,:.: �� .. .. ...... .......<.........._... _ ........._... _<.... .. . . .....__..::,•;;,,..:.:,.,;,.:.�... .......:.:.......:........_.. . «„�c..,,,..:.,.........._.... ..._. .:,.., ......__....... ... ._ ., ...., . , ...............:..�..:,. �'ii.Y1t8C.�idfl». � � �.l�Cif�1/Q(.« Dead Lead � D�KKI -0.D�rJ�fl -0.Q�Ifl ��lOft �.��fl 0.4� V1 ...Lacatan 2.442 fl 2.44�ft ...Length/Defi 0.0 O.d ...Lengthl0eti 4,358.8 1,659.55 �Caotflever... C�nbe�(using 1.6'D.L.DM)... Deflection 0.000 it� O.aQO � �Centar Q.023 in ...l.engttYpefl 0.0 0.0 �Left 0.000 irt �Righf 0.000&t StI'�SS C81CS _,,: ; ,:: ... . .:: .. .. __.. . ,,. . .__ :.- . _,,> , ... ::. ..::..:.... ... . . .,. .: � ,.,_.,-.,... . --_ .- -. - ,.:.. . ......... .. . >. Bending Analysis ;; Ck 19.710 le 11.325 R Sbt 52.646 in3 Ar� 33.250 in2 ct �.oao a� �a.2as c� o.sao � �'� u�.t� �Center 4>33 k-ft 17.40 in3 Z,987.2�psi �left Support 0.00 k-R 0.00 in3 3,047.50 pei �R�ht Support 0.00 k R �.00 In3 3,047.50 psi Shear Anelysia �teR Suppat �Ri�t Support Design St�ear 4.34 k 1.64 k Area Requi�ed 93.a25 in2 4.930 in2 Fv:AHanrable 333.50 psi 333.50 psI 8eari►�9�SuPPorts M�t.Lett R�tinn 2.90 k Beark►g l�ngth Req'd 0.921 in Max.Righf f�eaction 1.10 k B�it�q Let�gth Req'd 0.350 in �F.17 BMtiP Engineers.Inc, Tft1e: Yelm ALF .bb#030111-S 1045-13th Street SE Dsgnr: MSG Date: 12:SSPM, 7 FEB 03 S�k�tlrl,Oreg+D119J302 ��Three Story Assisted Living Facility pit:503�399-i399 Seope: Full Structura!A�nalysis and Drsign fi[:503�99$259 R��501 O Vaer: KW-0602373, v@r 5 _5 _�eweral Timber Beam P� 2 `� �C c) 19 8 3-2 O O 1 ENERCALC Ezig3...................._............................_...............,._.:_.:_-.:.:..-::::::.:,,,.,-.:,:C:�ObE1�AO3UI3O11_I-B�YCIID.tCW:CBICtIF8h0ffi::. .. . .... . ................ ... ........... ... . . r ,:.:<,.::.::,,;...,,...<.::..,::,:.:,,:;c;:;;::...:::.>:,;,,;::....::...:.:.::...:.::.::.:.:;,,,,,.:,:.:,,:.,.:.:......:.:.:.:,....,....:...:: :...: ... .<.. .,._,,..._. ,.,:.._ ,..::. :.,::..,.....:.... _...... Description Interior Header w!GT load near G►id 5 �Query Values < ._- .. .. _,. _ _.......................... ......_.... .._.. ._...._..... - - ,,::.:.r.:::::_....... ...::::::.��• - ..,.. ................. ::::;;>:.;:;;:.;;:.:.:.;;;.;;:.:;;:.;�•,:.:.:,;:.:.;,;::.;:.;:.....;;.;;;........:.............::�...,: ,.::... ... ._.....,:,:::::....:::::::....__........ _.. . . .._._.::::: _... _ . M,V.E�D�Specificd Locatfo�s Momerrt Shea �Cer�ter Span Locatiori= 0.00 fE 0.00 k-ft 2.90 k 0.0000 in @ Right Camt.Laallon= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in �Left Cant.Location= 0.00 ft O.QQ k-ft O.QO k O.00OQ ln �F.�� -T"�o� ��S- Sx=�--tlo� � �� E � �c..�To►.l, C� ��.I. _ �= Wa= �S�►s� _ �.s� �' -�P = Z +3 s 15= t,�s� 2s��s�S 3�5�,1�' �,=�--t,1� �l- �CB�Iz. = �.� �bs c� = c�CB��`v 5 ��b L.cbK G �I O -� _ �.s��OO� _ ��-` ,�, >� �s.�, � �b S �z� = t Is �Sc. >�b ,q t l�@, �ox 10 � -�`v = !.s�� _!.�8��c ��,�,��._ �.�s �'b� �G�� = C��7�c, �. � �.. 8�-�� " T L��C� � *� d� 3'�z X�''Z ' 1.� 2.�o Ao �� FILE NO. ��•-� SHEET NO. �� ''� i MADE BY ' •`�� _DATE 2�-a3 SALEM,OREGON CLIENT � T - � PROJECT �`-"�•� ` � � • • • ' • • i � - • � - ALLOWABLE STRESSES (P51) FOR BEAMS ,, i � � � � � • Fp (x 10') (p�pel`to grainl (P�PQndmdaW to grain) F' 2650fy-1.9E 1650 1.9 2350 1SO 285 NOTES: 'F6 is for 12"depth(dl. The values above are valid for the iollowing Gang-Lam lVt species: Por depths greaier than 12",adjust Fb 6y(12/dl��. Gang-lam Southern Yellow Pine Por depths less than 12',adjust fb by(12/d1��° Gang-Lam W -Douglas fir-larch or Westem Nemlock,separoiely or mized � Fa deplhs less than 5-1/2",adjust F6 by 1.09. Gang-lam LW-lodgepole Pine and Douglm Rr miaed � SERION PROPERTIES � , � � (�/fr) (bNl (b) (io9 1-3 4' 3-1 2" 5-1 4" 1-3 4' 3-1 2' S�1 4" 13 4" 3-1 2' S-1 4' 1-3 4' 3-1 2" 5-1 4' 7�1/4' 3.6 1.3 10.9 3580 1161 10741 2411 4821 1232 55.6 111 167 9�1/4' 4.6 9.3 13.9 5613 11346 11018 3076 6151 9217 115 231 346 9-1/2' 4.8 9.5 14.3 5966 11932 17898 3159 6318 9476 125 150 315 111/4" 5.6 11.3 16.9 8211 16411 24632 3741 ]481 11222 208 415 623 11-)/8' S.9 11.9 17.8 9093 18187 27280 3948 7897 11845 244 488 133 14' 7.0 14.0 21.0 12349 24699 37048 4655 9310 13965 400 800 1201 16' S.0 16.0 24.0 15825 31650 41475 5320 10640 15960 59] 1195 1792 18' 9.0 18.0 21.0 19694 39389 59083 5985 11970 17955 851 1101 2552 MODIFICATION FARORS: ANowaMe shesses lated obove for bending(Fb),compression pamllel ro gmin(F�),shear(F�);aho maximum momem and maximum sheai vak�es are Ia namal bad dumtian.These may be i�creased where olbwed by code fa shorter load duratam. fASTENER VALUES: Refer ro the appropriate evakation report for nail a�d boh connecfan wiues.Tl�ese repo�s me: I(BO Repod ER-5004 BOCA Research Report No.91-53 SBfCI PST 8 ESt Repad No.9490C RepoAS ca�be obmined(rom the agency a oniine fran ICBO(www.icbo.ag)ond BO(A(www.baai.ag). BEARING LENGTH AND MAXIMUM REACTION (HART Now to use bearing charts: l. Determine the thickness required for the GangLam LVl beam and calculate ihe maximum reaction. 2. Seled ihe oppropriate table for 1-ply(1-3/4"),2-ply(3-1/2")or 3-ply(5-1/4"). 3. Select u bearing lengih with a maximum reacfion ihat meets or exceeds your caiculated value. 4. Make sure ifie support is rnucturally adequate to carry the reaction. Example: 3-1/2"Gang-Lam LVL with a reaction of 9,500 Ibs. Solution: Select a 4'bearing length with a mazimum reaction of 10,500 Ibs. MAXIMUM REARION � i-i/� 2 2-i/z s �i�2 � �-i/� s s��/� c �-�� i �-i/2 a ai�2 v �-�/� io iai/2 ii ii-��2 iz 1�3/4' 1968 2625 3281 3931 4593 5250 5906 6562 1218 1875 8531 9187 9843 10500 11156 11812 11468 13125 13181 14431 15093 15750 &1/2' 3931 5250 6562 1815 9181 10500 11812 13125 14437 15750 11062 18375 19681 21000 22312 23625 2493I 26250 27562 28875 3018] 31500 5�1/4' S906 7815 9843 11812 13181 1S1S0 11118 19687 21656 13625 25593 27562 29531 31500 33468 35437 31406 393)5 41343 43312 45181 �7250 NOTES: 1. Tabulated volues are based on a support with minimum a�bwable bearing shengih of 750 psi.This is witable(or Eeams bearing on steel a ihe end grain of sh�ds. 2. Make sure ihe wpport is shucNmlly adequate to carry the rea<tan.Compressive rnength porolld ro groin of sNds may require more sNd than ihe 6earing lengih above i�dicutes. 3. Fa beams beanng on wood plates,ihe requued beariog length w�l increase hused on the beoring shengih(mmpression perpendicular ro gmin)of the species and gmde used for the plate material. 4. Veri(y bcal code requirements mMerning minimum bearing. t"� t"' ,2 Q iySE,- �p 4 lc�sznaoe�,e�xouo�s�n�ara<mccaoaa�,�maant�s�a�ar,urocco,o«n�� 3� �� Fes�M��C�-BE�M.�� S�c��o�! � -��c.�u. �r�aC; �� . s Co° wo��,�12� - 2�,�I�' �e� = 2�°/2 = +z.o� w� =�o��z�= �o PI� �= �zo�1�' Y = �2o C��!Z= z�coo ►hs M � �20 �t��zl�, S 32.�0 �105� .i.`lSx I(o 2Y�'b�-1�3� A�, �M� vnu��_ �32c��b W/��z`� M�!_ �s��b . _ _ �� `� �f �, � 2z.sC��X,c�� o.o�q � N ��o ✓ �.qE� cs9, � c,�� -� � ��: , � s I RjJ�� -�Y � .2 I�7�!��, = "�4'a�.;a`�',;� ��=y ✓'"" �I),zs , ..�j � 32�o t 2�.. � '� �� L F� ✓. S/�5� �' I�S�.I Lo Qa r� � Q� Cox� vF `r I �,d►,� _ �'j= Y= �zo(��`�2 S 2,�a4� M = -�(�,�/� � �"lt�Q��o ��c..-T' 1�5x t1..� �?�r� �o�/d � c� Gc�tc/d i� � � ` , ..� s 2�t.'��)�S l a �Cj�•�j�jl,,L-F"�/�--�""". ~z�o G 2�= �`�6� �. �'b�------`- �b= 3 _ �2�3 �' 1 FILE NO. �/�+f I� ^� SHEET NO. �� ' ► MADE BY / , DATE �~� '�� SAIEM,OREGON CIIENT PROJECT `/�'�• �'^^� --T��i c.�.�. i►�-T-�Io►� �}�r��1?S S�. s �° �� _ �/Z= 1�•0.�, c�►.li-r �°/Z� ��c� �� c.�ee+r�� w,� � 20 ��z+�� i ,�o �,1�' t.�� -0(,�2.�+ IcX��j s `��I� �., • I�j�D�� V= �320(cp�'z S 3q1�o Ib M= i 3Zo��,Z/�j s 5��a �b 'PY oP.�.��/+4-T�t ot�l 3�'Z x I Co L.�IL fS Su�1 U�t�,T �K��.io -�'� _ �,sC3qt�o� = 1��s� s++� -r-«� �-� �� v�#I � , s�u�.-� �ZX►Cv �VL '�M �-r� � -zN -r�� = 2�-/z =t2' -�t �r� �3 JZ� C.�.s-� cflK�QorL t�� 2� (y8-s`� ; 3�0�1 �' �L� ��f Z.' �" ��C�O�'�J� = r 1�o�I-F, �t �SW�� 1/� t�C��z s �soo ib M � ,saoC��L/� s ��Solb 'Zxl� LYL � �' � FI LE NO. d'�J)I I� SHEET NO. ��'� i MADE BV DATE� �_O� SALEM,OREGON CLIENT MT �T PROJECT ��_ t ""'•� �i�r� �t� Ft.r�of� -C;� @� �4.�' 2 �►� i�.s/ ,1.� �_ ��,s��qo�� -1�� '��z + i � �� ' w�= � ��.5�= 1�Q�1� �,.=2�0 �_ �'�a CZ-�o�C,��.s� = � �t� �b�� '�2�=�g �2�0�.!1.�;'�s )q�d 11�� : ��, ��-��,�.��Z� �3 �.�b �?, = i�r� �b� �2 = ?�� I� �`�:.��1" 3''��Cp �..vL_ 4�c�►.1� G-�D 1 2_��. 5 IZ �IZ �!'�� s ��'7 = �S , L- �it�. � IS CZ�� S �s-� E1� - .o� �o -��50� x ILv•��,� GJr� ; 2� C��`) ; -�,;�pi� 4��. _.�! ��oyis`� _ ��! � �-��I f' �a��B C�`��Z� S �p�� l"J 1�Z= ��8 (f�x1Z� S C�O?��b � � ��2��/a ¢ i��Z��I� �., : �ol� ib �2 � �o ib ��--T- 3'�z�-�� vC. �ZM►� B� s„ �� 1 FILE NO. ��' I—S SHEET NO. �� '� �� I MADE BY � DATE �� SALEM,OREGON CLIENT M-r- ��ST PROJECT �EL� A� GoA�r� �► �r.� G--ear.� 2,'1 2�� = IZ �S��.S TP�� s 3`�/2 = �� c�p 3 2c�C,��?��► � (,�L� ioo(,i'�� I�oopl� . ' -(- s'� �l�o UIC.._ �, � loz�o �b �z= 2'1580 �b l3: ��!b G�P�I t.x�� Bt� ��lL�1C'� G--�D 2 ��., = 1 I.S I 0 `�"��, T 8l z � �'�, �,� � C�� c�--t' 3'�z��C� L�lL �� = 2►5� �b �- (�4-�0 �b �3� J`l OO�b �� 'l v�� 2.,�1C�-�r!G?�.... <,�'�,r,�, : 1�,S � � TP.-�P� = 1�/Z = fv� ' M►� � �t„= 280 !b � 3' � al,s � 'P`s 1��0 �b �IF�T �'�v�iCo L�L. � = lizlo �b �� FILE NO. ��OI I�`� SHEET NO. ��`�� MADE BY C� DATE i'-"�� SAIEM,OREGON CLIENT MT �JT PROJECT ��`^ ' 'r""� BMGP En9inee�a, Inc. T'rt1e: Yelm ALF Job#030111-S 1045-13th 3treet SE D�9nr. MSG Date: 4:44PM, 7 FEB 03 Salem, Oregon 97302 ��Three Story Assisted Living Facility pti: 503-399-1388 Scope: Fu11 Stnx�uraf Anatysis and Design �. fx:503�388$Z58 i�F R��SOIOO i . Vaer KW-0602373 V�r 5 _5 _ P � = (c) 1 9 8 3-2 O O 1 SNERCALC Silgi�dltt�Span Timber Beam � e\jobs12003W30111 e\yelm.ecw-Calataho ,:_ _, ,.:.::..:....:...., :::. ,..:,.........:.:._;.:..:....:.;,,..:...........:... ,:;, :.,::, ,.:.:< _ ,:..:,.....:.:: ,..,..:_._ ..._ _... Description Corridor Beam along Grid 2.7 � General Information ...t.o,�a.Pac��c::::::::::::::::,::::::::::;::;;::::::::::::.::::;:;;:::::::::::::;::.;:;:.:::::::::::::::::::::::::,:;::;:::::::::::::;.::::::::::::: ...:::::;::::::::::::::::::;:;::;:::::;:;..... ,:,,,, ,,,.. ......::::::::::::::::::::::::::::::::::::::::::::::: � GangLam 1.6�W 26.50 �b:Basic Afbw 2,�Q.0 psi �tasdc Modulus 1,800.0 ksi �pans Considercd Contintiw�s Over Suppott Fv:Basic A1bw 290.0 psi Load Duration�ador 1.000 Cafculatians are desig�ed ta 9�97 NDS and 1997{/BG Requk�ts Timber Member IMormation ..............::::::: ...:::::....::::::...:.:::. . ..............................................................................................................................................:.................... .:.:.:::::::::....... .............. Descxiption Span R �2.so e.so r�se�on L • .25Q:16.�L3.25Qs16.Q0 4eam Widkh � 5.�5Q 5:�50 8aam Dep�h in 16.000 16.000 Er�d Fbdty rsa-Rn r;n-P�+ te:Untxaced Lengtfi ft 1.33 f.33 N�rn�er Type Loads :::::.:.::L�.:U�;;;::.:. ... .......... ................. ....,............................................... ......................................-...................................................... � ;:.; ;>:;:.:;:::.:.;;;;;>;;::.>;:::,:_.:::..::.:::.::.::,::.::.::::::.;:.:.;;;:.;�::,:..::::.:::::::.:::::..::::,:..:.:,.:..:::::::.:::...,:::::::::::::,.:::::::.:::::.:::-.:::.::..: .:::.::::::.:::,,,:..,::::.:::.::.::::..,:::,:,..:: u,� rn�s�,� � ...Y� Ya �d Loaa �rrt� a�o.00 3ao.00 �i�a #m �,�ao.00 �,�oo.00 Results .<� :.::, ,.,,.... „.::. ,,,,.... ,..,:.,. ,.,,, .,.,.<.: , ,., :,.., ,.....,, ... .:.: .:...... . ,,.�,,,. ::.:. ,:_. Mmax��rtr _ �n-k� �.4 _73.� _ �X- R 5.00 H.06 fiAa�c�Left F.nd in-tc 0.0 �74.1 Max @ Right End in-tc �74.t 0_b fb:Actual psi 1,b70.0 i.670.0 Fb:Aliowabte psi 2,&13.6 ��843_6 Bemin�Og Beoding oK $h4ar��eft k 1Q:� 12,34 Sh�r�RigM k� 15.24 S.OQ fir:ACtusl ps7 223.6 172.8 Fv:A1lowabie psi 29Q.0 290.Q sn�og snar o� Reactions 8 Deflection ..-...->:;;...;,,:.::::.:.::..:,�.,:,:,,>:,:,:;;;,;::;:;::»;:,;,>; .»:,,.:>;;;;:;;:.>:,;:;;:;,;r:>:>::;:;:,:::;;,;>;::-;>;,,;;;:;;,>::;.._.. _. ; _ ,;:;;,,;>:.:.::.:::.::.:::::::::::::>:::.:;;,:.;»:::;: .:>::.:.:::.,;,;;,::.,::.;:.::,:-:,>:,:::;.>:;�,;>;;»,:-::.-:::::::,;;::;::::::::,.>,:,.: L'L�,J° LeR k� 1.71 4.60 LL @ Left k� 8.55 22.98 To4ai�LeR k 14.25 27.68 OL�Rtght k 4.6Q 0.83 LL Q Rigtrt k 22.98 4.17 Tot�1�RiQM k 27.5$ 5.Q4 Max.Q�fl�ti� in -Q.1@7 Q.Q14 �X= ft 5.58 1.64 Query Values .::: .::::.:::..........::.::.:.....:.:::.:..:.....................................:.::..........::....::.:.............................. .. ....::..::: ::. ........:::........:>.;.:......;.:::..::,:..,.:..:,:;:,;::.:.::......:.:;:,::.::.,>;.: Location ft 0.00 0.00 ,. . �� 0.0 -374.1 Sheai k 1�.3 12.3 Defiection in O.00OU 0.0000 3FaS- BMGP Engineers, Inc. T'rtle: Yelm ALF .�ob#030��-s 1045-13th St1'eet SE Ds�nr. MSG Date: 4:51PM, 7 FEB 0.3 Salem,Ore�on 97302 ��Three Story Assisted uving Faci�ity ph:�3-399-1399 Scope: FuU Structural A�tysis a�d Design fx:503-398-8259 Rm�50100 ;. Vaez': KW-0602373, Var' 5 _ 5 _ �.eAeral Timber Beam P� ' �-� <c) 19 B 3-2 O O 1 �NERCALC Sng i C:1iOb6�20�3W30111-8\yC1ID.�LW:CaIWWi009.:: �..:......... ... .::.: _,::..,:....,�.y..�........,......-rr..._ _ >:�: .._..._.,..;.............: ......,_ .,,:-:: __. ..._.__ _ _.._. ___. . ..._ .._._ ____ . ...:... . ..... . . .... ....... ...... ..... ..... . Description Curridor Bm btrnm 2.7G-�.7G.2 Generai Infomiation �a�u�ation�are d��d co 19s�ntos a�t$s�u�c R�� ; , ,.. . ..... .. ....... ..... .... .. .. . .� Section Name LVL.-6.ZSOx18.808 CerRer 14.50ft .....Lu 1.33 ft B�m 1Nidth E.25d in LeR C2ntilever R .....tu 0.00 1t �Depth 16.00Q in Rigt�Cac�ilever tt .....Lu O.QO ft Member Type Sawn Lo�dsi�a Pacifrc,Gar�qLam 1.8E W 2650 Bm Wt.Added to[,oads Pb Base Atfow Z,650.0 pst Load QUr.Factor f.000 Fv ANow 29Q.0 psi 8eam End Pu�y �-Pin �'c Alb�w 900.8 psi Wood t�r�sity 35.000 pcf E 1,�0.0 ksi Tra zoidal Loads . _..._.............:.:<.;...................__........__..... � -:.,,.:.<,.::...-:<-.: -:,::-....,..:-,.:-.::..::.-,:::..:-:.:,::<.::.<,<:,...:_,,,,,«,,,.::::..::_.-,.:...-.-.._:,<.::::::,<....:.....::.::.::::.::.::<:,,,::.::..::,:,.. :...... . .. #1 DL�LeR 34b,00 #J(t LL�LQlt ?.7Qp:UP #/tt �rt L4C O.Q00 tk Dt�Right 340.00 */tt LL @ RIgM i,700.00 A�/1t Elid Loc 3.000 R �2 DL�Left 130.Q0 */tt LL�Lett G50.00 �M/ft Start Lx 3.000 R QL�Right 130.00 #Jft LL Q R"ght 8`'a0.00 �/ft End Loc 41.500 R � Q��e� �a.00 �rt ��@ ie� �,�oo.00 �m sc�rc�o� �t.soo � DL @ Right 340.OQ #�ilt LL�Right 1,7p0.Of1 t�lft End l..oc 14.500 ft Point Loads .:::,:::�a toaa::::,..::.::::2�ii:o�::::::........ ::_:::�:::.:..............,:::::::�s::::::...............::.:::.�::::::...............::::::.�.:.,::.............._:::::::�::::::...............::::,.:�::::::. _....,:�sc►o _... _........ . ......... lnreLomd 1,410.0lbs 1,4�0.0lbs � � It�s k� ibs ...dista�ce 3.000 ft 11.500 ft 0.000 R O.OUO ft 0.000 ft 0.000 ft 0.000 ft - � �Sumniary..:. ......�..:;; Beam Design OK SPan=14.5UR,Beam W[c�h=�.25Din x Depth=16.ln,Enc�are P+n-Ptn � Max Stress Rafio o•� : 1 � � Maximum Moment 31.8 k-ft Maximum Shear*1.5 13.0 k � � Allowabte 49.3 k-ft Allowable 24.4 k � Max.Positive Motrier►t 31.78 k-ft ffi 7.250 ft Shear: �Left 11.27 k � � Maoc.Negative Momark 0.00 k-R et 0.000 R �Right 11.27 k i I Miax�LeR Support 0.00 k-R Camber. @ Lett 0.000 in � ' Mmc�Right SuPport 0.00 k-ft �Center Q.106 in I � Nlax.M alww 49.35 R�... �Ri9M a.000 irt I f ib 1,702.31 psi fv f 54.36 psi Left DL 2.00 k Ma�c 1127 k i I Fb 2,643.62 psi Fv 290.00 psi RigM DL 2.00 k Mau 1127 k I Deflections ,. ;;.....:.....:.... ... ...;:...;:,.... :<;::,.....;....:.;.: .:<.: ,... .... .. ... _ . _. .::..::.....:.::.::::::::.....:......;..: :..... .:.:...:..:.:.:... ..:::,..::.:;...>..:;:.;:..:.::.:::;:.:... .. -,:... c�,c�sw�.- o�a+� �e�.e t.o�d �e�e;�v�_ � I�al�ad �eA� -0.070 in -0.392 in Defiectan 0.0001n 0.000 in ...Ls�atfon 7.250 ft 7.250 ft ...Lengdi/Detl 0.0 0.0 ...Len9thlDefl 2,489.6 444.26 �g�CanUlever... Can�ber(using t.b•D.L DeA)... pe�dion 0.000 in 0.000 in �CenMr 0.708 in ...LertgthlDefl 0.0 0.0 (,9 L�fi � Q.00Q k► �12ight 0.0001� ��i� . BMt�P Engineers,tnc. Title: Yelm ALF Job#030111-5 1045-13th Stregt SE Dsgnr. MSG Da�e: 4:51 PM, 7 FEB 03 Salem,Oregon 9T302 ��°^�T�►ree Story Assisted Living Facility ph:503-399-1399 Scope: Full Strud�xal Analysi&and Design fx:503�99-8259 Ro�5O1O0 p�,� 2 ., Vaar s KW-0602373, Var 5 _5 _�efieral Timber Beam •� - (c) 1 9 8 3-2 O O 1 BNERCALC Ertgi C:V068�2003W30111-5\ydID CCwrGIW1Y110 � .,.......:., ..:..__„__._ :...;,...:...,.:.:..:..::.................:...:...:.:...:.:.:...:.::.:..:..:...... . o_,::_: ......r� . :_:::..,:...::....,......,.,,::�� ..--- .. ....._ ._..-- �---- ....... ..... ....... ...... Descnption CDrridor Bm btwn 2.7G-2.7G.2 Stress Calcs .. :_5�:..........................,........................................................_....,................................ .............................,.,................ ._...................................... ...:::::.::::.:�;::.:;:�.;;;;;;.;;;: ...:..:::.:,:::,,:,,:.:,,,.:,,...,:..:,,:,.:,:.::..::,::.::,,:,,..:.::.:.,,,:..:.,... Ck��l.137 Le 2.7�ft S�oc 224.000 in3 Ar� &i.000 in2 Cf 1.000 Rb 4.3�9 C( 0.998 KAax Moment S ' AltoNrable fb �CeMer 31.78 k-tt 144.2a irt3 2.643.62 psi Q leR Support O.OQ k-it 0.00 in3 2�650.0(1 psi �Rfgt�Support 0.00 k-ft D.OD in3 2.650.Q0 psi Shear Anatysis �Lett Support �RigM Support t�sigro St�ear 12.97 k 12.97 k Ar�Requirad 44.710�t2 f14.710 in2 Fv:ANovvabie 290.00 psi 290•00 ps� Bearing�Suppats M�t.Left R�cdan 11.27 k Bearing Length Req'd 2386� N�x.Right R�tion 11.27 k Bee�tg Ler�gti�Req'd 2386 in Query Values ,::.:, ...;,,-, ::,,, ,,..>., ,.:, .<. .::.,. .,.<:,,. ....:.< .. ,,.<.., ..,,...: -.:.:.. ,::: <.... _ ,::., _,::. _ _M,V,�D�Specified Lor.aGoos _ _ Moment _ :. ,• Shear Deilectan �Cer�ter 5pan lac8tio�n= 0.00 ft 0.00 k-ft i 1.27 k 0.0000 in �R�t Cant.Lvcatian= 0.00 ft 0.00 k-ft 0.00 k 0.0000 n �i Left Cgnt.LoCatia�= 0.00 R 0.00 k ft 0.00 k 0.0000 in ��. � Z�� waz �.�►,►.� - �s �'.��-t" A �TY�t�IG�L Ek�aG� �E;At� G S�� - � J_-JS�1 Lo L`�f L a� loX`�7 �= 2C z,cLo� _ �32� ��-� 1 �',>P,�.�_ �6 ),-1 S k i�o L�(.., a1� �ox 1 d 2 = Z C 2�0� =S�tpo�- --------- --��ca� �►�-rc�oe N�� -�.� 4 Co° 3'�2��LP �v L �= 2 C�?c�o�+ 2z� _ �02� ib�., _ co�tne �-�1►.� 2E-21-� �J �Co= 3''2 Xi L.� ��lL �s 2(�SCx��- 31 Q� = IZ1`b0 I� GoQ-P�oo�, P.�--��M:: 2 E -�?�-{ �t�,,l = �° w p: 20(f�.s�j: 1 A�,1 � --�� : 13/? � �.s' w�- )oo��:�.,`� � ��1� �..��18��J � 1� = "�(8.;�'2 = 3120 11�, M= �1�o C��z/� , �2�� IEr,,--�. .� � �/'�� . "1..-'I W., � �'� �' � /`�;12��`� � 1�9•L.��,- i.� � .�;; :1sx i I�� y(_ �� FI�E NO. d�'I�-� SHEET NO. �� ► MADE BY i" �� DATE�� SALEM,OREGON CLIENT MT�Gr�T PFiOJECT `�V'� \ �-� I�.� � wp=� �'�� P��I � -i"�� - 8�2s �`- w�=1cz�L�� =�l2�oP1� 1l= ��'�z 3�0 �� _ �1r�o (,�s�2/� $ �21��5-�lb �� 1�� s �� /r'`! � � I._ 22..5 C��X l�,S;� �2,'�,.,- �.s� �.��,,� �z�i��i8��lL �,or.� =I�� was 2o Cz�`j=�ro�1 � �� s �� w�.s lc�o(,z-�= loopl�' �t�=��8a(��o�s s�lb<� � x=S� �"'�.= i� C3�� oo�b, ��i�� , _ � �bs - �z= 2��t ►bs �� FILE NO. v=�I I I—S SHEET NO. ��I� ' � G�l�'C1J i MADE BY DATE SALEM,OREGON CLIENT MT T PROJECT �`�""�'•" t BMGP Engin�rs, Inc. Tttie: Yelm ALF Job#030111-S 1045-13th Street SE Dsgnr: MSG Date: 8:39AM, 10 FEB 03 Des�cription: Three Story Assisted Living Facility Salem,Oregon 97302 ph:503�99-1399 sco�ve: Fuu structura�Malvsis and Desi�n fx:503�89-8259 V s a r: �KW-0 6 0 2 3 7 3, v�=- s _s _oG@weral Timber Beam �;� �003�p3p111 e�ydm.eew�PCa�i�w �� (c) 1 9 8 3-2 O O 1 ENERCALC Sngi , . ... , . ..�� .. - � ..;:... ,., . °:�t�::. . .. . .:.::. -�.-.i:.�;,... �.:: :.:.. ..::: .... . .. .. ...... . .... ...... .. .. . ........ .. .... •:.,_ . ..._.. ._..... . . .::_.._... :��-:._ � , . Description Carridor Cross Bm Grid G �General information Calcu�ations are desi9n�i to 1997 NDS ar�d 199T UBC Requi�r�ents�; � . .......................................................................................................................................................................... ................................... � .00,:<.,....,.:.,:,<;::,.,,:.;,:.:.,:::::.:::.:::<:.,:..:.::.,;::.:;...,;.�.>;;:,.:;:<;•;::..<::.,,:.:,.:,::,,,,..:::.,.,... ,..._................. ......... Ses�iun Narr�e LVI.:OZ60tt1.8T5 Cenlar SEra� t3.00 Q .....Lu 0 �am�N.'� 5'?fi^�r: l.eft Can�!s�rer R .....!u O.OQ ft geam pepth 11.875 m Ri�M CAnt�ever ft .....Lu O.QO ft Member Type Louisiana PaGfic�GangLam 1.SE W 2650 ym Wi.AdtlBtl IO LOads Fb 138x Al1oW 1,bbU.0 PSI Laad Dur.f ector 1.000 �v Allow �O.Q psi Rwam Frxi Fixity Pir�Pin Fc Alt�w 1,80d.Ok8( Wood Density 35.OQOpcf E FullLen th Uniform Loads _.......,..._..... _.._._........... ...._..._......,.......�......_......._....__. .<.............................. :;,.:.:..:::. <.:...........«,....... <:............<..;..<,«;...,.;,.«<.,.,<:.<...,.k.::<,;<.,,..;::<,,.::..:.:.:::.:..::...,::,....:::...,:.::,:...,<..v..,.,.,:..,,..,.....,...,,.,..,..,. Center DL 4U.00�/ft LL 20U.00 /!ft Leic Ca�ttilever DL t�'ft LL � Right Cantile�rer D!. #tP. LL �JR Poirtt Loads .. ......... ...............,......... ......,................... ,................_........ ...........,............. .........,................, ,...............,:.,......:::��:..... :::..::::::..:: ::::.: ......:::.:::,:,_:::::__.._..._..... .......,::::::_-. .._._.....___:::.:::...._..._..__......:::::::..... ......._.........,:::�:._...._ :..:::_ .... ........ ....... n�±cl Lr.+u1 �!1 t1 It� .Ihs Ihs Ih� !t� !� Live Load 2�90Q.0 It�s Ibs Ibs Ibs Ib6 tbs �s ...dlstance 5.QOU ft 0.000 ft 0.000 R 4.000 ft �.000 ft 0.000 ft O.OQOft .. JSummary" . .. Beam Design OK •� � •Span=t 3_OQft.9eam Width=5,2501n x Depth=11.875in,Er�ds ar•e Pin-Pin � � Max Stress Ratio Q��O - � ( i Maximum Moment �s.s k-ft Maximum Shear*1.5 s.3 k � Aliowable 2�.2 k-� Aliowabie �s.� k j ( Max.Posftive Moment 15.79 k-ft at 4.992 ft Sheat� �leR 3.80 k I i�ax.�legaii,re Momenc 8.uc K-ft at o.c,w R �i�ig� �.oG k � �c�!Left Suppori O.uO k-ft C:amcer: �Le� 0.000 in I ir�+�n+�+�s�o�t o.oa k-� ��'� �� r�.r�a�� rr.�s a�s... I ifb 1.535.W psi fv 85.36 psi LeR DL 0.72 k Ma�c 3.80 k I Pb 2,o5�.OG psi Fv 25G.66 psi Righi DL O.SB k M�c 3.C?6it D@�CtiO11S ' _... __...._.__._....___- ,....._.._. ,___.._ _ ,..,.._._-._-- _........... :<;,;; _........_,_._. ...._......_._.........:.....:..,:_...........:.::::::..::::.><:<;�;.::::;:<;:,_.:;;:<:•:;,,,�::.. .::..::::::::<.;:.:;.::-.;:�;;::.,.::,.:<.;_:::::::.-, .>:.;;>:;<,.: ::::.::.:.............. ::::::.�:::::::::.-:::::::.-::...-,:::::.::::,.::::....:::.::<,:,.::,.::,.:...:,:.::...........:,::..:..:�::,::,.«,,,_ _... C�etEr s�a.�... L�sad l.oad 1� l.elt C�tltiiever--- e�� a�d T�!_'c� Qeflectio� -0.058 in -0.318 in �e8edion 0.000 in �.000 in ...l..ocation 6.2A0 ft 6.24Q ft ...Le�tlilDeB 0.0 0.0 ...L.engthl4eft 2,635.2 490.04 RigM Ga�dleuer... Camber(usN�g i.6"DL D�efl j». Deflection O.U00 in 0.000 in �Ct-nt�r Q089 in ...LengltUDeR 0.0 OA �Left 0.000� �R+ght 0.000 in �� o! � BMGP Engineers,Inc. TiNe: Yelm ALF Job#030111-S 1045-13th Street SE Dsgnr: MSG Date: 839AM, 10 FEB 03 Description= Three Story Assisted Living Facility Salem,Oregon 97302 ph:503�399-1399 scope: Fuli swctural Anatysis and Aesign fx:503-399�259 iz��s i o P� 2 <: L7ggz_ KW-0 6 0 2 3 7 3, �er 5 _5 _�eweral Timber Beam � �w�oi,l S�,,a�.�:c,,��:: Cc) 1983-2001 ENSRCALC Engi _ _ . �� . ,....::;-.;.:�:.:..... -..:: . .............;..-..,:...., .>.� :,:... _ ,::.... ... :.... . _._.. ...._.. .�:::.::�::.:.- � .�:.:-.-:�.:-...-: ::..�. _ . . Description Corridor Cross Bm Grid G Stress Caics ::..:.:.::.::::.::::.::.::::::::::.::.,:::::::::::::::...:::::::.:::........................................ e�a�n�ys� Ck 21.137 Le 0.000 ft S�a 123.389 in3 Area 62•344 in2 Cf 1.000 Rb 0.000 CI 0.000 Max MomeM S�oc Rea'd Atfowak�� Centar 15.78 k ft 71.50 i�3 2,�50.04 �si ��ert s�,�ott o.eo k-tc o.00�►,� 2,�a.oa Rs� �R��,�p�{ 0.00 k ft �.00 in3 2,650.OQ psi St�Anaiysis �Lett Suppat �Right Suppoit Design Shear 5.32 k 4.12 k • Ar�ReQuined 18.351 ht2 14.198 in2 Fv:Ailowable 290.00 psi 290.Q0 psi ��9�+�PPorts M�c.Le1t Rea�Uon 3.80 k B�ring Length Re�d Q.804 in Max.RigM Reection 3.00 k B�ring Le�th Req'd 0.634 in Query Values , ;,.,. ,.... ,. . _ ,:;,. _ _ ,,, ,.>. ,. . _.:.., ,.. :,� ,,. , _ _ .:,;;. , _ ,::: , . : ,.>. ., _ _. .. _ _ N1,V,&D�Specified Locations Momerrt Sfiear Deflection �Center'Span Location= 0.00 ft O.IX7 k-ft 3.80 k 0.0000 in �RigM Cart.LocBtion= 0.00 R Q.QO k-ft O.OQ k 0.0000 in �Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in a�� e�2 ��oF �'..�►►� �c�-�o�l. P.5 LL�P�I� �co,�t� F"t�� G►Qt.�C �-�•� ls�� C-P�►� �-� 2�t_or:�a �•�j �'a� = 13�/13� —�.�� )�.��•j�' ' �yja /� ; I O'O ./• ! 'T'f�l�J CrJi'�'.l�..'� �l��."�� s �7'� r.�,�= ts��a t�z j= ��c.��I k �� . 2S�j9� �Z� * --�--��1� �S ►?..�aPl � �1� s��8 C��.�jC,�� c��-�-� ,I�s 1/M�� q�<�2�Q,j(��.�J - IC��'�1 �b�.� ��r�-?`�� 20`��~►I� ��l?i�=�° �..t.7�,1'� 1-�c� C��a�`1-�7 ,d.L.on�.� �3 �� = -rn�� -r�! � �°-/2. - ��° '�� c�eQ..��x�e= 2�`/Z = I?° � LJfl 3 1 S( �3 �►Z> S j i� }�� ;, = ?_�(i3 �iz�}� �.v�J�► � �. � IaeX� p1� �' �: � ; �G�OO(,IC��'!� ; �-�__.<:.�� !�� i�i ��,.f.,� Lr>t�,a C-��t�� `f- 9� ,dw►.l� �,3 �-� � ��tl/�� `C'��aPj Gmt�c:.'�t��= - Z"�� z. = IZ° �-�-Er►� �p,� -t'r;� s 32°'�2 s lt.� � Wr�ti = 1�.. �J Z� = 1�'O ;�� = 2�C�z��;_ �,�:�1 � �� U,,,Q� = 1,;; (I��}s 2��J�� , : �s ;i��,� ��o�I � ;� �l��c.A.�.� '�,=27�0 �.�=13100 ��=S�o �/ � FI�E NO. ��'��_`� SHEET NO. ��' / M� DATE ��'� � MADE BY CLtENT M� �GJT SALEM,OREGON Y PROJECT � BMtiP Engineers,inc. T#le: Yelm ALF Job�k 030111-S 1045-13th StCeet SE Dsgnr. MSG Date: 10:03AM, 10 FEB 03 Desc�iptfo�►:Three Story Assisted Living Facitity Safem,Oregon 97302 ph:503�59-1399 Scope: FuH Stru�turdl A�and E7esiq�► fx:5Q3-399�8259 Rg�s o i o Pa9e 1 V�er: ECW-0602373, v�= g _5 -p�d�t�Span Timber Beam ��118,,,�.�„�,�,,,,,,�ffi:: �c) 19 B 3-2 001 ENERCALC Eragi . ,.. ... �: -_:_._. �;>.;. :.;:i::.: . � - ::::. . . :::...:.� .._.. ..___. ._. ._. ...;..i;...::......:. . ...::::: �:.� :..: . ._.: Description Girder Truss Load Grid 7 to 9.5 alang G.3 -----REACTION LOADS ONLY-------- �General Information � .::::::::::::::::.:: . ..: ::::::�;::::::::�,:::::::.:::: ::..:..::::.:::::.::::_ ;:;; ;:. .. . ,:.. ,,..:::;::::::;:: . :;:.::;::: :. . :.:..:::.:::::.::.:::�::;:::: :: ... ;..... . oo��s Fr-�erc�,,Ho.� � Fa:aas;o anow �,000.o�, E�as�anod��us �,�oo.o�► Spans Considered Continuous Ovef Support Fv:Basic Albw 95.0 psi I.oed Duration Factor 4.15U Calculations are designed to 1997 NOS and 1597 UBC Requirements Timber Member Information . Ses�ription ft� 16.00 t2.U0 T-�,�,� � s.zu:is.o s.12s:�s.o geam Width in� 5_12S 5.125 Beam Depth in t8.000 18.000 End Fbdty Pin-P;n Pin-Pin Le:Unbraced Lec�gth ft 2.00 0.00 Mertber Type Sawrt Sawn Loads .........................................................................:..:..::-:::.::,.::::......... ......,.......,...............,.. ..................................::::.:-.:..-::::..-..:-:.;;::;;:;;;;;:::;;;;;;;;:;;;;:,.:::::::::::::::::::::::.::::::::::::,:.:.:::,:::,,.::.,.::::::.:.::::::::,:.,..,........ ....:..........:::::::.:::.::::::::::::::::::::... ,::::::::..::::::.:.::::::::::.........................�.. i.ive Load iised This 5pan? Yes Yes Dead Load #1ft� 180.00 420.00 Live Load #M 300.00 7�.90 Resutts ,,:::::,:::.:::::::.::.::..::,::::::::::,:::.:::.::.:::::::::::::::::,::.::::::::::::::::::._:.:.:.:::.:::::::::,::::.::::.::::..:.::::::.:::.::::::::,.::.:............................................... Mmax�Cntr in-kl 94.6 148.7 @ X= ft� 5.78 7.28 Maic�LeR End iri-k 0.0 -2d9.0 !4�@ Right Erd in-k -209_0 0.0 tb:A.ctua! psi 755� 755:2 Fb:AltowBble psi 4,096.5 1,E)99.3 BeoAia�O[ Beodins Og Shear�Left k� 275 8.17 Shear�Rigtrt k 4.93 5.� rv:�oc�at ps►� s7.7 ios.s Fv:Afiowabfe ps� 1 Q8.3 109.3 Shear O[ Shut OR Reactions 8� Deflection " :.:::>:::::..::::,.:.:::::::::.:::::::::::::::.::::::.:::::::::.:::::::::::::.:::::::::::.::::::::::::::::::::.::::::::::::::::::::.::::.................................................................................. . D!�Left k 1.O:i 4.91 LL�Left k 1.72 8.19 Totai�Ltdt k 2.75 13.18 DL�RighE k 4.9! 1.95 LL�RigM k' 8.19 3.29 Total�Right kI 13.i� 6.2T Maz.pefleetion in I -0.�57 -0.061 �j(= ft I 6.40 6.72 �Query Values .: : ... . _ ::::..: ...:...::..: .. ....... . ..::::.....:. . .:.. ........ . :..: .:. ...:....:.:::..:..,,..:..,:.::......::.� ,:. . ........ . . Location RI 0.00 O.Q� Motner�t irt-k I 0.0 -209.0 Shear kl 2.8 8.2 Deflection in 0.0000 0.0000 2�� 2 �L'�� -t�t.l� G�►t� 8-I� A�o� �3 �,..,P r`)°-�/10�/q S �� _ �l Z = I?�° "s'�� `vi�J nX� S �'�2 T I�� `�►� C��M tx��- ��°�'Z = 12= � wa = �s C�3�-►?.� = 3-�,�i �= -� , t�55 ?�(a3-+�tz�= C��:::��lr j�� w�, � ,s ��g+i2 js �s�,��- g, �..� �, w�.,� 2sC,9+►��= 7-��,��' �E �� ,? 22aolb '�� = 10�o01� �� : � a�� S o � i �/ � FILE N0. `�-'��_� SHEET NO. �� - /c�,��J � � MADE BY DATE=�' CLIENT !"� / ^� SAIEM,OREGON �A` PROJECT YF"�LM F-�'��'�� BMOP Engineers, Inc. Title: Yelm ALF �'��'S 1045-13th Street SE �r= MSG Date: 12:45PM, 10 FEB 03 Salem, OregoR 9730Z ��^�� Three Stay Assisted Living Facility Qlt: 503�i'59-1389 Scope: FuA 5tructura!Arvalyeis and Design fu:503�99-8259 fx��s o i o Page 1 Vaar: KW-0602373 va=- s _s �tl�t�(�an Timber Beam � L C C) 1 9 8 3-2 O O 1 ENSRCALC STig i _ • _ ,-, , . . . .....�O�f��0111 6��'�.aw�l�i�l�m_5 .... . ..::.,:.:�..,.:.,:.::......�.::......:::...::::..:..:.:..... . . . ._... ... .............. �::�:�.:.:<:.<>:i:,,.,..:::,._''..::;:...:;::.:<.,.:::::^.-:._...... ... ... ......... .. . .. . ._.... ,.. .,......,..... Description Girder Truss Load Grid 8 to 10 along F.3 --REACTION LOADS ONLY-- General Infortnation '' _ „ .............._..._..............,............. - ........... ._........,.... ..,.,....,...._,.... :»o.:: .......... ...... .... ............... ...,:::--..... ....:............... ......................... :.:.:...... _.. .:::: :::::::::::..;;;::;;; ..::,:.,,.,.::,:,:... _. .._.. _......._......:.:..:::::.:.:.:::..:,:::.:,:,,.:::::.::.;:,:::.::.:;;:.::.:;:>,:;;:.,.:,...::. :.;:::::;:;;.:;::;,,;:;:.:;:�, �:..::.....:.._:,..,::,:: Spans g fConsldered Contlnuous Over Support F v:�Basic Albw �� 95.0 psl Lo�ad�Duretion FecMr � 1.1 SO� ca�u�at�s are des�a co��roos a�w��7 uec ReQutre�ts Timber Member Irrtormation ,......... Description ft 7.00 10.50 9.75 Y-�r� 5.125s18.0 S.I2S:18.0 5.1T3z18.0 Beam Width in 5.125 5.125 5.t25 g�pep{h in 1$.(100 18.000 18.000 End Fodly trm-Pin em-Pin P'm-Pm Le:Unbraced t.enQth tt 2.00 2.00 2.00 Merrtber Type Sawr► SBwn Sawn Loads � . .... . ...,....... ,................ ..................::Y�;:....,...............,.....,....,.............r,,,.,........................_.,.,.............................�....,....�........... .......................... ................................ ........ ................. ��-=::�_�:.::: :.::..::�::�:::•::::::.:::....::::..::.. ..... ..::...::>::.:::.::........ .,:.,...:..: .::;.;.w,........._...:.,,...:.._. Live Load Used This Span? � Ves Yes D�d Load #fit 375.00 375.00 485.00 Liwe Load irlft 625_OQ 625.OQ 775_OQ Dead l.oad #�ft 90.00 Live Loed �M/ft 150.OQ Start ft 1•000 End R �.UOb 10.500 8.750 1 Results , ...... ,. -,�,,T-�-�-- ,�-�-- ..,................. Mmax�Crrtr in-k 31.3 72.4 104.1 �X= fE 2.29 4.83 5.98 Max�I.eR Erxi in-k OA -102.3 -164.6 Mex�Right�nd iMc -102.3 -164.6 0.0 fb:Actual psi 38.9.8 534.7 594.7 1,096.5 1.096.5 1.096.5 Fb:Albwable P� g�Og �Og Bendins Og S�� k 2.28 5.79 7.45 Sh�r�RigM k 4.72 8.99 4.64 fv:A�tual psi 51.7 82.7 91.0 Fv:Albwable psi 109.3 1 U9.3 109.3 Shar og Shar o[ Shear Og Reactions 8�Deflection - :::::,:.;;:.::.::.:.............. ,.,.... :,.,. : . ,,.. . ..,..:.. .::,.,,...:; ....::. ,. ..:.. :.. ,,,.:. ,,.. ... _,. _ ._ _. .@ _ DL Left k 0.86 3.94 5.42 LL�Lett k 1.43 8.57 8.03 Total�L.eft k Z.� 10.b0 14.44 DL @ RigM k 3.94 5.42 1.74 LL�RiQht k 6.57 9.03 2•90 Total�Right k 10.50 14.44 4.64 Max.Deflection in -0.003 -0.01 T -0.027 �X= ft 2.43 4.90 5.52 Query Values :......:..:.::........:...:.:...:..:.:...:...::.::.:...:...:.�.:::,.::..,;:.::.::..::.::::.::::...;::,.;:...:::::.:::.:..::,:,;:::.::,:,:.:.:.,..<=-�_�;;..:-.::;-.::::...::.:::::::.....:::.:_.:,.:::_...:....._..................... .. .....:..............:: ..._.. ....... ...... ............ ...... .................... . Location ft 0.00 4.00 0 00 Martent in-ic Q.Q -1023 -164.8 Sheat k 2.3 5.8 7.5 perye�ction in 0.0000 0.0000 0.0000 L_.t` ,'�I A-f �_.ar.l.r� �c�� (��/F-�— �� -�- BY a-rr� . s�a� s9� /qG wo= is(t�.s> > 9��) � --��, s �3° I2 =�.s� W5= �� s> S r�.��' Tf �� =��C��s;� �s�� h� M= %� �:.��q�s�Z S �JJ�,�►� � tcr1K�', �t',�� '� �Q��,t,��>= ldq�� v • 1,5 1�� = g� �, � ' I c.�°�1't S�(,t ��- 1'�'SS�p�,� 1 � '�' 2P 2S 3� � . , = ��`.��.i_=-� �11 �`� '---" �-�;,_�,,�. -�?�o.�,,tP ___-_..._._.__.�_..__. �'oec.i-� ��rr`— A�' ��-t'►=`•f �ppr.�. 3 ILv� -T�?IP„� + 13=/� _ �,c' � .�'�s �.�-v��;:o�� z �Zt�•�,�U 1�x� ►�Cc�n 2 �7��a�. "T'11 ' �:�.� C��.i�� .�j s7�..i4 `t��D I� Ga00 1�..��a('1/.�U �� .� a ��.�C��.��i.�� ;°�»1 �,;, _�, ��,�►� �. = �'..::=:��(,i��:;,�_ i.!"i� � ^-��'?� 3'2,�q�/z I,..0 L. oK 1.�,�c.a C 23c�•$� '�.� ?I��s s-��1= ��=/t�` =si �o �� s ��b� y aC X � � NI � 'ip, (�o��Zs �3`�0 �� 3'�+G''2 L��— �, � �� '2� �,c�tl� ! �/ � FILE NO. �`�^� SHEET NO. � •� ► / MADE BY � � DATE ��,O�O CLIENT MT �� SALEM,OREGON yr�� PROJECT f SMGP Engineers, InC. Title: Yelm ALF 3ob#030111-S 1U45 -13th St�eet SE �9nt� MSG Date: 1:15PM, 10 FEB 03 Description: Three Story Ass�ted L�ving Facility Salem, Oregon 97302 pti: St}3-3�3-73�3 Scope: Fui�Struciurei Anaiysis and Design fx:5C�3-39S-S25S ! Ro�so�.00 ` � LTS�r: KF7-06023'73, v�r 5 _5 _p�d�t�Pan Timber Beam ��,,�,�030��-��,�.�c��m+! � (c) 1983-2001 ENSR�'nr.0 Sragi __ _ _. . . _..,.....,., ._.. . ..... . ,_. .. ....-:�....-.-.:..:........... _. .....: . .. ..n. . :,..._.. _..... ......... . ...:. -:;<:. . - .,....... Description Dining Room Tnssses --REA�T1f7N LC7At�S C)NLY-------- j General infortnation _ , _ _ ,, _ _ ` __ _,, : Oa�glas Fu-Larch.No.1 _ Fb:Bas�c Aibyv 1,OOOA psi Ela4tic Moduh�s 1.700.0 ks7 5pa�Ca�ered C�xrtirtuous Orrer Support Fv:Basic Ailow 95.a psi Load Duration Factor 4.15Q x CaieuFations are cfesfgned to 1997 NE�S and 1997 UBC ReQuirer[�ere s Timber Member Iriformation �: - _�--,.,-�._-��. _ _ _ _. _. _. Description ( Span ft1 3.00 10.50 38.00 T�� 5.125z18.0 5.125z18.0 5.125xI8.0 Beam W'sdth in( 5.125 5.125 5.125 Beam Depth in� 18.DD0 18.DOd 18.ODb Efld Fh(ity , Pree-P`m Pin-Pin Pin-Fin L,e:Unbraced Lengtt� ft� 2.00 0.00 0.00 t1rS2mper Type Sarrn Sa•.v�s Sarr� r I; iLoads _ _ _ � _.::: ::.:.:.: ... ; ..._ ;;,.. ,:.:: . ... :::; .....:-:.;- >.: .. ...... . ,..... ... .. .......... _.......... . :-: .::.... .... , _ Live Load Used 7his Span? � Yes Yes Yes Dead Load #tft) 30.00 30.00 30.00 i.iv�e Load �kiftj 50.Od 50_0� 50.00 j Results .... .. .... . .. ...... _ .,.... _.,.... . . ...... ... .. .... ...... ,,. ,. , ,..:. .. .. . ,... >. . .... . . ..... ._. .... ...,.. ..... . ...., M��n� u�k; 0_0 0.� 11;.i �X= 1tI O.OQ O.W 22.� M�c�Left End 'm-kj 0.� -4.3 -138.2 Max�Right End iMc� �.3 -138.2 0.0 }q:q�� psi� 15.6 499.2 499.2 Fb:Alia�vabie psi 1,0�.5 i.t?�.3 i,t�93.3 Beeding Og Bending oK Bending O[ �hear�Left k Q.aQ Q.64 1.82 Shear�Right k, Q.24 1.48 1•22 N:Actual psi� 2.0 22.1 28.0 Fv'Atlowable psi� 109_3 109.3 109.3 � ghpr Og Shar o[ Shdr O[ ! ;. (Reactions 8 Deflection .,....DL�Lett.,,.........,�._,....._.k . G.GG -0.15 1.24 LL�?Left k� 0.(Y.� -�J.25 2.07 Totat�Left k� 0.0� -0.4Q 3.31 OL�RigM kj -0.15 124 O.A6 LL�i f2ight k� -025 207 0.76 7ota1�Right k! -0.40 3.3t 1.22 Nfax.DeRect�vrt in� -0.022 OA29 -0_470 �X= ft 1 0.00 6.16 21.03 �Query Values _ _ . T�,..=....__ m......_._.._.�m...�.n..._...�....�.....................� _ __ _ __ _ _ __ _. _ _ _. �ocation ____ _ _ ft� _ O.UO U.00 0.00 A+bment Ktac� 0.0 �.3 -i38.2 Shear k 0.0 -0.5 1.8 Deflection ini -0.0248 0 0000 0.0000 2F ,� --v►r•l►►.11� '�-�rh �E��?s �P� S C�� F�nn1 Er�1�P�L W�S (�?s�pl-� �s S I o3��1�' �� 1 CC��1�' y- �c��3�s �9c�►bs M = ic��c.�2/g� ��--� �1b�s �o� � ��o , �io = 8��1��j= ��5�. . �'v : 135�!�•�� 155Z�c, f �v � ).sC�9r.�') � J8o�c. Coxa ,.�.a G�,� �I.2.� Csaol,Gd !�L F�P�►� `�aP,�....� �.�...F�T ��--1�� L.1lL � a=�(��l�a = i� �� 6°�� W� �'" sruos Z.r 22 �C� i�BECv (�30�� c� 1Jc. W i N t�o1a= �� s / o C/ ao ��a►� ��5 ►o c�� s ��-�+ ,s�� =—�s,-�+� �� ,�,s, /,PI�' wT=1oo�l � ��i o�.f�Ja-nU� -- �,tg � I�=�-�- �f ` �/ � FILE NO. O�)�)�� SHEET NO. �� f� I / MADE BY C DATE �� CUENT MT �ST SALEM,OHEGON �r� �,r� PROJECT `"'`"'�� c�►�,Y �ois-r @� C�o F.3 �P� S I�� _��'1.5� = 15� p1 � �� s ��'�2 =��5 � t��: lo0��,5> = �'?S�p) t 11 = 9cx�C►3�s�''z=cao�ls�bs i�S �oo(,13 s�2�a Y ��so� � Ils'� zL � �"��./ _�. s „� (�.�.. � � �«tJ Z� ZZ.SC�ICX�X.��j•S� � Q�� tM- .�Fjo • �� 5��" ��Z�l�o �C, �',�,� s �O,S`� , wp= ?•w(`�) = �pi� � -T'�PJ r �-/2 - ` wi. )oo��=��- �� o�s��'z � 2�,�� M.� �Bo�Io•S��E�s l�S �Ib� �o ' �' _ �'=� s •�.�� v�. � � 3�� 7i _, 2��'(��(o•S�� 5�-- S�t�G--c--r � � I� �� y- I.�- C•�� A�.s.�o�`/ !�►.IG G�t�� S'P S 21�o Z � 8 e �,,,p� �o C�� : ,�p�f � -�►� 5 �C� / �, wL S .9�(�ao��a� � -x� P►� �a= �C��z � s �s Rzo�F' u-�s .o� �2�8-��S s7. 2�._ y�p = . �� w� � �/� q�C�r.o�'�z._s �2_--�ao �� M s 9�C�z��ls - -��►-��b�� z5 � 22 5 2Lo) 92a} � /-�oCol w.. I�ar�s Too ��'-� 4=� �.__ �,._v..�...� o o0D �,g�z.�� I.J s-fl., �►.�l�k'-�3 �� FILENO. ��fl�-� SHEETNO. � � � I / MADE BY ' •� DATE � '�� CLIENT � �� SALEM,OREGON v�� PROJECT � BMGP Engineers, Inc. TRle: Yelm ALF Job#030111-S 1045-'l3th Street SE Dsgnr. MSG Date: 2:51 PM, 10 FEB O:i Descn�tion: Three Story Assisted Living Facility Satem, Oregon 97302 ph:5G3-398-1398 Scope: FuU Shudurai Anafysis and Design fx: SE?3�99-9259 ixa�sos.00 �9e � ' � Vae=- KW-0602373, V�z� 5 _5 -O.S�elBeamDesi n ; - 9 . � a�zoa3w3oiii 9�y��a��:: L(c) 1983-2001 ENERCALC Erigi . . . _ - , . - _ . ..... . .�.. ... ... ... . .. .......:...:.:......,.:. .,.,.... �- -_._._ . .,,::.:».,:n:_.::...._.::::.:;:,.......,::�....... .... . ....:,. . Description N Baicony along grid 7 �Generai Information Calculations are designed to AfSC 9th Edition ASD and 1997 UBC Requi�emeMs ; ,_ _ ,._ _ __ _ _ Steet Section :W14X43 _ Fy sa.00� Pir�d-Rinrted Load Dixxtion Factar 1.0� GeRter�pan 26.40 ## Bm Wt.Added to Loads Elastic N4odulus 28,OW.0 ksi tett Cant. 0.00 R LL&ST Act Together Right Card 0.00 ft Lu:Unbracxd Ler►gih 2•W ft , �Distributed Loads - � � �- � _...................._.._......._....... _....... _.............._ _... #7 ...,-..,�:�.»........ ,. ..�.2.. �.3.. #4 #S �5 � Dl 0.160 � ��, 0.760 � ST � �ia�t l�at:+�: R End Locatiot� Summary Beam OK < ,::> <: Static Load Case Governs Shess _. _ _ I �! Using:W 14X43 se�Uon,Span=26.00ft, Fy=36.Oksi I � End Fbdty= Pinned-Pinned,Lu=2.00ft,LDF=1.000 � Actua! Aitowable � f � 81.356 k-ft 124.076 k-ft Max.t3eflection -0.798 in � Pb:o�in$Si�e3s i5.57� i�si 23.T&t'i iGii i'si �engthlOL Defl 1,857.2�1 � E�!�!2 Q.GSS� :'! ( Length/(bt+LL Defl) ��_2'� S�� i 2.5�6 K 59.v�35 K ; � fv:�he2�S�� 3.M�k.� ?4.4�?ks� ftv 1 Fv 0.205 :1 � Force 8�Stress Summa ' „ ,., „ ., ,..... „ _, ,__ _ __ , , ,, .. ,. , .. . ,, _„ _ _ ___ _ .. _ _.. _ _ «_rr,�caum��r�r�+�„�i��as r�ced-�� Q! L! !L+ST LL LLacT �xi�n�m -��nl�- -�.ent�c- @ Center �cants -�2-��- Max.M+ 81.36 k-R 17.14 8!.36 k'n Max M- k-R hiSX.ivi�i.etE k-� �Y.M�f?oht k-ft &!�:�l.s�R ;2.�?k ,�..�i t.'..52 k . Shear�2 Ri�ht 12.52 k 2.64 12-52 k Ge�Gefi. -0.736� -G.ibb -G.788 -0.79ci t3.au0 G.� in Lpft Gant�afl �.4Min �.C� Q.4�? 4.4�4 R.�4 4.QQQ in R(ght Cant Defl O.D00 in 0.000 0.000 0.000 0.000 0.000 fn ...Query pefl� 0.000 ft Q.QOQ 0.000 0.�00 O.Qt�} O.00d in Raadir,n�LE;� 12.:x^ 2.�4 92.52 l2.52 k Reaction�Rt 12.52 2.64 12.52 12.52 k F��?I�'��,6-1.K'"Us<CC 1 B6iitli P�isiQE 1.6.7.4.1,Para 1.2.4.+B�5�Fb`Q.66 Fy i Section Properties W14X43 � .:.::....:..:....::.:.::....:..::::::::...: . ......:..:..:.............,. ...., .... ,. .......... Depth 13.66Q in WeiQM 42.SQ#/ft r-�a 5.828 in W� 7.995in i-�oc 428.00 in4 r-yy 1.894 fn Web Thick 0.305 in I-YY 45.20 in4 Rt 2.120 in F{a�e T�Frickrress 0.530 irt S-pc 62.6�i x�3 q� i2_60in2 S-yy 11.307 in3 2� _9 --� �a� A�� c�o a°�q�'�° us� �� '. �/ _ .�o��2o�cj� s �}-qCp�1b i Ni S a I (92n�/q�z S �1�SZ��bs ��T �jiZulL�L-�lC, �s 3��ZIbs �.,�Q� q1o��bs ��(�� ALC,�►�Y �I..o►.�C� f�Ja F�� _ �� llc�- -��n, . a°i� � ' � -(�,fj : ,S��Z . "].S� t.�r� � 2r��`��' ��) 4' L,�� = loc� ��>� IpO�lt w� = ��,s��2c� 3 z�o�l� w�.2. � 5oC'��s� = 3�s�1� �- -�--r .�'�� I c...1IL ��w.: ��-!� �b �M�U� �2-��lb ��r> s ��q3 Ib C.,6��v� o�►�,C� c�D G SPa� _ �6'/I'� ° w r�s 2�°�12)- `'`�U f 1�' , � , �� 2 �� /2 r IZ`� �L, �OO C►2> > 17�3U�� `,�?`' ; ��J�o9",��' , A� -�C�Z�� c_.t.-? - .o� C2��- ,s�; S ' '� �c�.-r s� x�i'�a L�� o � 3�qo ib '�?�.,�o � ?AO"?� Ib �CNO : "� �'� I� �/ � f I LE NO. Q�''I-� SHEET NO. � � /O / MADE BV ��f �"'D '�� , DATE CLIENT , ' / "'�� SALEM,OREGON PROJECT YE(�M BMGP Eng9neers, {nc. Tide: Yelm ALF Job#030111-S Dsgnr• MSG Date: 424PM, 10 FEB 03 1045-13th Street SE Description: Three Story Assisted Living Facility Salem, Oregon 9T3d2 ph: 503�99-1399 Scope: €ufi Stradural Anaiys+s and Des+9n fx: 503-399�259 - R8�5 1 O O b P� � - � v�a r: KW-O 6 O 2 3 7 3, VB r 5_S -�tl'tf••Span Timber Beam ��p�g�3�QjQ]11 g\�Cjmaq•�i�W�(qOS:; , Cc) 1983-2001 SNERCALC Sngi .. . .. .. -� -..... -�.....:. - �. �-.:::;::;::::::::;;;.::;o>:::::;<�:::::::;;o:::::;::.::o:::;:::::>;:;;:_>;:::.:;.>::.:.:...:::.....:.:.:::::.:�:::::.:.:.:............,........... .. Description Corridor Balcony along Grid F.7 �General Infomnation __ _ _ ,,_ _ _. , , Louisiana PacNic.G�gt.am 1.8�W 26�0 �b:�asic AHow 2.�.0 psi Efa�stiG Mbdulus 1.800.0 Ics1 Spens Cor�idered Cot�iirwour.Ov�Suppott Fv:Basic AUow 2�0.0 psi Load Duration Factor 1.150 Calculatwns are designed to 1887 NDS and 1887 UBC RequiremenYs �Timber Member Information ,-....,,�, __ . _ Ses�nption � R� 18.�0 16.5t3 T-�� L :3.SOOz16.NYL:3.50D=16.00 Be$m Wk�kh #n 3.504 3.500 Beam Depth in 16.000 16.000 End Fncity �-� p"'-�"' Le:Unbraoed length tt 2.00 2.00 Membsr Type `�+� �� Loads _ __ _ _ _ ° _ __.:::.....: :........ ..... ..... . . ... _ _ ...... . ...... ... .... ..... ..... ::.:::::....:.::. _ _....... ......... Live I.,oad Used Thts Span? � Yes Yes Dead Load #1ftj 80.00 80-00 Live Loed �/ft` 100.00 100.00 Dead Load #Ift� 270.00 Uve Laad �i/R 375.W Start ft �� E� R 16 500 16.000 �Results ............. .......................... ........................ . ......... ........................................................... F'kr�c�Cft�' ::rk� 18.5 189.3 �X= ft� 4.18 10.34 Max�LeR End in-k� 0.0 -146.1 Max�RigM End in-k -146.1 0.0 tb�Actuaf psi I 978.4 1,287_8 Fb:Al+owebic �si� �,014.9 3,014.9 Beadin�Og Heodin6 OB Sheas�Left k 4.75 3.�1 Shear�Right k� 2.22 4.79 fv:Actuaf psi; 52.6 105.4 Fv:Allowable psi; 333.5 333.5 ' Shdr Oa S6eu O[ i. i.. �Reactions 8� Deflection �' _ ___ _ __ __ DL�IeN k�_ _ _0.34 __ 2.69 LL�Left k g.41 3.51 Total�LeR k� 0.T5 ' 6.2b Dt @ Right k� 2.F� 2.44 ��Ri� itj 3.59 2.70" Tata!(�Rlght k� 5.20 4.73 ytax.pg!lect� ir� O.C46 -0.288 �X= ftf 12.43 9.24 �Query Values -� _,.... ,..,.., __._ _ . �ocation Rj o.00 __ o.00 Momer,t in-�c; o.o -�as.t Sl�ar kj 0.7 4.0 D�ti�ti4n in' 4.�4 Q.�ODQ 2(= .� 1 SMGP Engineers, Inc. TiUe: Yelm ALF Job#030111-S 1045-'l3th Street SE D59�� MSG Date: 4:31 PM, 10 FEB 03 DescriPtion: Three Story Assisted Living Facility Salen?. fJ��n 97342 ^CS:§n3�gg_43$g ��;.�,�; �:;i��:�,:wa„�-�•y-�:s arw�c�y;� tX:�as.�ss-azss ixe�soioo Pa9e � '` � 7Js a r: KW-O 6 O 2 3 7 3, ��= 5 _S -p�dlti�Span Ti mber Beam ��,��o�ol l l-��,�,m.�,-c,�ffi�.:. �(c) i983 2001 ENERf]ALC Sz1Bj- ... ._.. ...-::: ._- ..._.... ... .... .. ..._.......... ..� ....-;.:_::. �-.:..:.-.<..:...,......�..,...... -- �.........�-- ...-..... � ........ .... .:.. . ... . ... .. . Description Corridor Balcany alang Grid G j General Ir�formation _ _ __ _ _ _ _� : __ _ _,_ __, _ Loulsla�d PadTIC.GdngLaril 1.SE W 2tYsU Fb:BaSIC AUOw Z,65U.0 psi ElastiC MOQUIUS 1.�0(7.0 KSt .raj,st5e CGi'�bi36i"'di�`�.oi'w`"iSCitii+o'J4ci�iij�wi �v:i°..^ua�.A'la�"",JJ �v.t'i�i �Ciaii vi�it":�ii F3�G5Gi i.iw Calculatians are designed to 1887 NDS and 1897 UBC Reyuiremettts ,Timber Member ir�formation ' _----�--- . __.. _ _. Description I Span a in.00 �a.vo ;��:.:�:.� L�:ssso:ii.nvt,:s.zs�ii.s7 Ream WiAth in: 5.?'Stl S_�5(l Beam Qepth in! 11.875 11.875 End Fbrity ! P;n-Pin Pin-Pin i�:iinoraced Len9in r�� .ufi �.Cn� I�i?gr?ih�T�� S3�1:?1 S34uR ,Loads _ _ _ _ __ __ _ _ __ _ ___ _ ..:: ::::. ....:::._ .... .:::.... _.. ..... . . ...... . .... .... ... .... .... .... .... . Live Load Usect This Span 7 � Yes Yes Oead Load #/ft� 240.00 240.Op Live Load #!fr� 5,�68.00 1,Ofs8.00 ; Resutts _ _ � � ,,,,,, ,,,,,,,, ...,.,,. ..,,.,,,, .,..,,,, ,..,�,, _ ,:,.,, __ ..... . . ........ ......... ,...... _ __ _ . . M[�x��t�tr tn k! 7�.�? _ 246.7 �X= n� 3_a� s.ao Max�Left End in-k� 0.0 -306.1 iulax�RigM End in-k� -306.1 4.0 fb:Adua! P�I 2.480.6 2,480.6 Fb:At{arvabbe pci i 3.438•0 3,03$.D I Beodin�OK Beodin6 O[ i Shear�LelY kl 3:93 7�:98 Shear�RigM it� 9.09 7.33 fv�Actuaf psil �8�-3 ��$ Fv�Aflawable psi! 3�i.5 333.5 � Shar O[ S�at Og �Reactions 8 Deflection �: .................................................................................................................................................. �L��t �� .?3 3.58 LL�.Le/k k4 326 16.39 Totai�Left k� 3.99 2U.07 UL F3ighf it� $.d$ f.�i :.��4� kl 1�.� 5.°Q Tgtat�cz� �, 3n�7 T� �M2�� u?� -�.�3� -9,4� �,X= ft� 3.DU 7.75 l ;Query Values _ �_m.T�,_.�.Tm...�T� ..T .�,..� T.,,.�: _ -J . _....::... ...-...T..'m...._..,,,.�....n..r.�, ..T.....�....�.�.....,..,, m.T_ _ _ i� __ __ �� _ o.00 __ _ c�.csro ivnx i�n i7-n i t'i.0 �.i �� k, q,� 19.� Defiect�t in� Q.00QQ O.00QO L!— ,,.� � �o9�W oo�Z pt..A►J� GQ'� C�'•3@,� ��s �� --�,� ��►�� =/Z s �.o� -�� r� = I��/Z � q.2s�'t �P> �� Z�/2 s 21•a � W�S �+ zoC�-�9.zs�+ i5 C2►> > �pl � w�- �:�(��}-� iooC��* �oCq.2.�j s 129Sp1� �s 1�5��I� �3 i9 ss�a.s�'��a�� ib� M.� �9s� �a.s�G/a s f�tcos��►I�s �s y3t.�o= •�3 �I � � ` �, ?`2�� 19�S" �,.�, z SO�... i. �fo (.'?�3) SE(..��T 3�Zy-)�O __-- -------_ . _ _____. _ �� &3o�ibs C.I�P�STU�i SI I� i�-�►� G�►� � �..�/�►� s °I��R�' , -ii�-I PJ S I Lo�� : g.ZS� wp� ,�ra.2::;.�z�+ � + 2oC�)S 2s��1 �' 1..�s S 2s(8,��-Z�+ '-�� S 2°►�op� � �f �SO�) � �f �s/8(sso�,�.s�S 321�1i �bs r� _ �a��s��%a� �c�s�,�I� �r--_�%, ��i�x tLo �E�,� s I �S��bs �� = C.53Z�bs �/ � FILE NO. O✓D��f�� SHEET NO. ��''� � / MADE BY M�-�J DATE ��`O'� CLIENT M� ��T SALEM,OREGON PROJECT ��'M t � QV`S��Ti O� �'^"�� A s 1 S 6 �T'P��j s I Co=/� =�'s•o �l� -�� s �-`1°�2.i �•� r�-� ��_ �Ca�� ,sC�.s� +� _ �� w� � s�CB�+ �C�s�s �t aa��' �.� i�o �l� �S ��o�i s.s�'�.• 12 2��it�,� M � isa�Us,s�Z/a� �� b , p.y�s ,�(7v� , Y = ��C►� ►�s�a 2 2�oS�- � 1.g� (.�i�� r S'�-xiCo L�L �/ FILE NO. ��'I'~� SHEET NO. �� I� ' � M�.A� DATE �I'�IO� � MADE BY CUENT MT 1�ST SALEM,OREGON `�(/ PROJECT `E�"'�` ,...f--��'-� � tc�-t3n,s�r sE �� Yetrtt�ssrsfea trvrng rac�rfy �` 3afea►,QFeya►57342 CGes�i: I4ft.Vfles� Job� 0305 S 4S ��r�'� phorre:5Q3s399�4989 . MFSG Chstaoed: Dsate' ?/tt/03 �/' �� 5�c 503-�8-8259 �= FStn+�i�C�+Wm�Coed� E !f 6 I ]I($8 R S. t!1t C. , � � MaterTat FnaoQ�ies AC1l�rnant Factots � �c4 DF i2 �' �'� P= 1.5 kt Crrt= 4.OE? x� 3.51n �� t�� €b= 900 psi Fb`= S38Q psi CF= t.15 cx�mpress+cx+ Fc= 1350 psf Ft'_ �553 psi CF= 1.50 ba�dinq Fc perp= 625 psi F�P�S`� �P� E= 1.6E+06 ps{ F"=M�JaRed cc.nv�c�rsinc-c1m_ina�ca4.��vc�n/fnet tii��JA_�Ic.�la.acry%r._t3%;a.�;.!fxx:tc�c�:x�!C"� K,f e 0.3 visuatty graded iurrrber c;�.8 for suwrt turhtxx =0.384 4ar ma�Y:ine evah:ata�h�mber(MEL) =d.85 for rourrd tfmber pils� n Q.4�8 f�Of QfOf�UCt Wl�l .ro�/9[�.�2 ��.9 fOf 9�U9d�81'YI�flB��Rlfl9f- n 4..<� <C t�. t<4t+<C /C f�JA: CC <C t}. NA� ��r'�.� vP= �l �G"c/ 'lll��V rC'C!I - 4'6C'e/ 1 tt c.c.)n 7; r^,�`, � �ti'+�/ � BendinqFwout XX a�is htx fefd �c� t cQtf '}Ic p o' P 1 s� 1��a �sss y 2as( o�osl t�oo� s�rs ib� aw�_� r ` O LV..7I t iJY t.I/GL V.�%� OV�7 'IVP! IV JCOI IP 7 Z4.�[l R?,?, (1oF[l 11Q.__ tZ 'iZdLilE� ZC.tF.Uh 8 27�03 S".y^o 0 882( D.36'd t £i;i 3�DG}t'i 2i GO Ot � a ��a �L n a2a o.�e� :$4E 2•��►. �TO��, I 10 34.28� 40a 0.789 0.24T 3$3 Z01Z ID i4ua m � ti u�ie� .i.+7� vioi �.vi J i� iw�oii iii�w� t? Qt 14 ?�� (17�A� (1.t_: �77? tQ7R Uyh� tQCKt lh 1J �.J7 Z� O.� V.IW( 4 1��IU VW�� ta .tR n � m a�u, 4S 51:43 4Bi b.fi98 O.S14 S79` �9 fh �A Ib t6 Sd.86 4� 0.889 O.t00 t5fi 8f9tb 5731b tT 5$:29 '{4t Q.682 Q,fl�9 t39 728 lb �9 Qs 18 `:67.7] 0.676 0.080 124 660 fb 456 19-- -':.SS:tA 113 0.671 0.072 t i 1 �`51b 4091b 2o ss.5� a¢ a.ess a.oa� �ot s2� am� �ernejipn AhrHd W ams hty 1cld FaE ,l+�oal��'�/a Cp Fc P 7096° qp_pp .1 287 1 b f! �id.od reiii ti.9►Y3 0.�� Yoz iU�Pi 1b iai r�i 7< ,,:56:00 153 0.687 4.087 150 787!b 551!b g ' fi4;q0. t 17 0.672 OA74 115 606 Ib 428 tb a r�:oo a o.ss2 .oss 9� aso w 33s u� �o so,oc> zs o.sss o.oas 7a sso w azs� 11 88:W 62 0:6v�Q Q,Q4Q fit 9231k �'?6 tk 12 ' 98300 52 .64fr .033 52 2 1 Ib 13 = t --44 0.843 0. 8 232Ib 1 ib t4 l'12.00 �8 0.640 Q.625 98 2f)0 Ih 140 @ 15 t20.00 33 0.836 Q021 33 !74 tb '122 Ib i6 i28:00 29 0.637 O.Oi9 29 1531b f071b 1 ; t36:0U . 17 26 13616 16 18 .:;: lA4.00. 23 0.634 0.015 29 121 Ih &S lb 19 : i52:W 31 0.�33 Q.Q1� 21 1091b 761k 20 180,�0 19 0.�33 0.012 19 98 tb �Ib �n C`vac Cr.... � G= diG'1 ih A�AraA...-. S r�R�'^�'3 �x4 cd1 00 � . ( Yeim�ssrsfet�t-��3 t=� FAt.V�J�t .�ab� p�44tS `�. f �-'"""'',, ttA45-t3tts Str�t SE 11t1JQ3 � � �.QF�4�97�2 ��• MSG E�� _ ptione:5Q3�t� � ��tw�ds �-'' �� 5ai-� �= E If C I lfI E 8 R E, 1!1T C, �3u��r�f Faetors 1�m-^�.00 �� 2x6 DF f2 e�� y.� t.OQ �n 1.5 irt �� 1.10 �� X� �� 4i= f�� CF= 1.30 bandiftc3 ��_ Fc= 1350 P� F�� 625 P� Fe perQ� 625 pz1 E= 1.6E+06 Psi ..f:;�r��w:...a...�.,�F.µrr=?.':'�-f•!�� ,�„�,,,�....rs....,.{Mt-c�.^."�r=)�==^�;.'-n'=�(:,_;L��n��'-- -_-•-- --- - - .._- " - - ' .' c�_!zE'_�!2t.�±->�.._ . — � C•0.$far saw►+7umber �=D.3 visualtY grad�.'d k+�� =0.85 fw rrnmd timbar Pi1es =a 384 fos macl�ina evaluatad k�mbei MQ�L� :0.9 foc glued(aminatad 6m�. COVe<0 t2 :0_4t8 ta pmdtux`^ntl' , , .. .,-.^-_ .._C.��'a - �s CC�C�� _ �t�d+�G I �ltt�"�•CC• c ^ � ' s�- �. i ct-�-� a.. `_r'.'... g�O,�out)Uf ax'ss Fo' P 0%P � �d PcE 1+�ceJf << T�qg Yt132Id 7782Ib a.sos ; ---- � 2.szs� .�._ to.sr � - :--..----- • rJ ,., r.-----.. i�i:i� rwrsc w avr t�-- .'r=' a �- -.. :-.r- v.ov+ `-' ro.vo �°`f�r- n?ot?. r i�.y� opa:?!t.. _:.. .- � �c-rr. srYCn.. ',�p`-. ---- 1056 8711?b. 80981b. o.�ti a g. 17.45_ 1576. 1288. 0 62� 93i T684 tb 5.�4b 1.14E qBgT tts g 1g 64 1245 1.049 0.'S47 b12� 870T l�f :�wv i:�' 1Q Zi.BZ ��a ,....... - s-=. i..-,. �ii'v- a'!' i✓.vro' i✓.•rrJ !!�_�3-. 7 i� a�i.:w� °°'° d1._ C1d, ��!. • � n o?n. 4.-:'_` 3(ya81b t�, ?�?g_. .---�- -�_-- �g 4423 tb, - - �g� 0.878_ D.38'i. 4 1 t6 1 13 �� 0.842 4� � q z�rr m,j v.aT,.�� _.... a't�Ft..�ro�-_�.--��,<< �vaf.._ g Q:�--__ , :;�. ia� 3z.rJ .:.:j .__. ^:�.. �„��. ..� .,�-.�. �_:��-�---�.-,.-:�------�- ,.,a. 2�?�n,. ,sxs�i}�. L ��no. 4� ��??. �� 24A8 Yb �7�(b zcp. t?. 0?Ob - 3q�7 344► �g 2�671h 18 • 6 743 4!86 t9 4t 4� Z� v.ia"s� t+KS �u�rt�a T��. �' �.64 �� v.7si� �c P 7fl°kP Rc'-!'-`it""J!!»'� �d ��" (t+�celfC')!c CP r q�{ 2362 �. ��, MY � - � ( �( ��1� Q.��S.'"—. �. ! 77DOIQ �________��-_ �• — v.i i:a' v.7av ��} 42361b 88'�Ib 4.8b9 4.�04 ggg� _ ,,.,;:, ss:oo 4s� o.s�a o.o�a t�s e5t t� $ sa:oo tt� a.as2 ai �� sza� g>>: za:oo � a.s� 7a sta� �m tQ ;; ao-oo 7s o.a5� 0.05o st saz m tt ; 8B. 62 0.&St Q.a4t � 42�Sb 29A(6 pp 6.649 Q. aq 3�#Itr 255 Ib 42 "96- 5� Q.Q3ET t3 �D4.00 �t Q.644 38 3.{4� ZZO lb t4 ':::i12.00 38 0_644 0.02B � 27#ttt 492 4tr 0.639 4.f}22 te91b f� ;;; �20.0° � a.sa7 0.0�0 2s 2at ro ss �za.on � o.s3s a.as� zs 243 tb �4s w t�> : 4�, o.sss o.at6 as tso� t�� t8 :;;: iA+F.00 23 0.634 �.Qt4 2t t7t th t2Q th t8 152,00 n 49 154 fb.�__..-_ 1tl81Er 4S 0.633 ___O.OS3 µ._� ,.�.�_ __... ;16Q,DQ ._.. ___...___...,_-- 25 p= 5AA.�i+h_ AJtrnec9.htr_s'tnss(^.�r3in 3�!�'? ��cdt OD �" ��''-�,.�'`�"j%�'�`e, 1045-13ttt St�eet SE Pto : retm Ass�ste��ivtng t-ac��try e Salem.Oregon 97302 Ciient Mt.Wtst Job iR 0001115 /�� phor�e:503-393-1399 r: MSG Chedced: Qate: 2/11/b3 f�c'S03-399-825� PJlo�n ca4t�!nn I�ae9� S� P[ S 8 R E, i l►1 C. �� ` � � iviaiet43t�c3 b6i�tit�P.f Fauso� Site ac8 DF�2 Cd= 1.00 y= 1.5 in Crrs= f.OQ x= 7.25 in Ct= S.06 Fb= 900 psi Fb'= fQ80 psi CF= 1.05 compression Fc= 13b0 psi Fc'= 14t8 psi CF= 1.20 bendirig Fc perp= 625 psi Fc perp'= 625 psi E= 1.6E�06 psi C .�L.•.f..:...i.v. w �iiiwt:...i i.....t=......G.��L.[w . �.....wM i....:....'V.......wa�P _ -_..__....__--'T.i..'�..�_.._MaC: ._.__... ..f... .,� ..f.t... MC-V.3::X3CiY'S.SJC3 1L.'i•.�.t`SG':- ��T'V.O Wi�J�V:Rf[Utl][�i z^.',n°.��:^.3.�"a�i.,s&t,�.'�"'�--,.,�„'".:~+.c^t��i =v.w1�?.`^..a,:;T^�`..�C+�6E =OA1$tor oroduct wlth COVe<O.t2 �0.9 toc glued famhiated tltnbec. �oE-�-R. `''6- �'l�eE'�6 I 'LU�TI�GE"G ff d ' 4�aE�G I 5�eet ��ifC L�i L�/ � �Jniauc M L11E1]. w,, w.� c..,c [1+��'Rfc C� �c' ? :�L�°.�p j 5t s zsi 706sf 3 7S5i 8�rt� 1�3� i4712 ibi 101.$S�� -_ --� -, , ,---� o m.xz scar c.r r: v.�a� i��m �w�ro�o tw+vr io '73 �� Gt Z�7Gf '>7t1')f A OM1'tl i77C 1:(+7�Ii. G7i:i:.. 8 13.��: 2P3S� i.832s 'J.8$i 122i i32iSt•`s ai`�4t`ut 9 1d LaL1 2tE� 1 57P 4.R14 1'�54 i25d.?Ib R7R..��, 1Q( 16 55i 1752� 1�81 0.7591 1076� 11686 tb( S1SS tbl r-� IO.Gf /�MO��•GW V•000 DOV tV(PIIY (ilJt/IY {'�7 S6 '�.0 7�:T'f '1 '1/:: ISi:�i�`. �/�fk �.Sf.CM3 ifat {.t� L(.af2 itl�Jr/ f.41�•G 1t.Jr,.l Vi'LRI `'��vlLt ��i 14 23 17 894 1 At91 U.St9 T35t 79971b 5598 l6, i�j zars�� rrs� os6�� v.a�r� �� rzoarot 5oa3io� r ��` <�.=N :.r: v.o�� :..-;<i :v,� ..,o, �..' -,,.�,., i7 vs.td �.''ris �f�� .'sf: 5�f� 5f7i tb 4iti5 tL 18 29 79 �s 0 883 0 2L1!b 3T24� 1 19� 31 45� -485� 0 83�� 0.314� 445� 48.361b� 33951b4 L �u� �.,vt a�� i.o,di d.�r3c�� a�1 �i�wL_ 3�3a�r�j RGnrim. A1_�3t�.'Y 3ric trty leld fa� (1+�celf'C•�c CF Fc' P 70%P 5 qQ_ 3pQ Q75� 0.2Q1 2 34 Ih 2 41b S' �t5.�i7' zJi� �.�i3 tY.�4L� �C �EY�� i:�ib 7'`':<?SS:OD 453 E1.692 4.40� 45k} 462G}tt 4438Ib 8 >"64:00 tt? Q.677 tT.08t tt5 t2521b 8771b �: :>::'Z2:00! � Q.868 Q.Q64 9t 883 Ib @651F� 44 :.:;:BQ.W 7s O.�i8 Q.052 74 8E}71b 58�r lb t t , 62 Q_&52 Q_Q43 6t &68�a 468� '!2 ' <96:00 Q.646 Q. 52 382[b �4(F� t3 >; >#04.U0 44 Q.645 U.Q3t 44 48ET Ib 3381b t4 _ '�a2.00 38 �.64'L �.02T 38 444� 29d IE 45 120.00 �3 0.69E} 4.f123 33 364 tb 253 W t� ;> 'aZ8.0U 29 Q.83� Q.02t 28 3t716 2221b �7 r�;oo Za a.� 0.Q48 2s sa�a� te-r� ts :.:;;�ad.00 2s a.�s o.ots 2s 2st� t�s w ts i 2.00 2t o.�a �.cns 21 rr�m ts��► ____ 2Q ' 1�.00 4� 6.633 6.Q43 49 �tl3� 442 S jf�iwf,�lg rs�cc srFj,r,..f2�4.L'3.'?2 R- fJiE,Q1R th 2,��,1.� C 3 � `fein;�s�isiad Living Facility ..:r;;.�"',��.�"r;--- .__, i 045-13tfi Street SE Pr � ' Job 1k 030111 S f'^ ri � Salem Oregon 97302 Client' Nlt.West �� Pha�e:503-�J-1389 Desi : MSG Checked: Dete: 2/11l03 �,-� �� fax 5033�i9-8359 ��P��- Aitovrabte Column Loads E � CIxEE �tE, IHC. Nlatcrial Proc��s Ad)ustmeM Factors S¢e 4x4 DF*1 Cd= 1.00 Y= 3.5 in Cm= 1.00 x= 3.5 in �- �"� Fb= 1000 psi Fb'= 1500 psi CF= 1.15 compression Fc= 1450 psi Fc•= 1668 psi CF= 1.50 bending Fc Pe►P= 625 psi Fc perp'= 625 1ss+ E= 1.7E+06 psi F�'=tah�lafed carrtRrestion design velue muRiptied by af!applica6le adjustment factots except GP K��0.3 visuafty�raded fumber c=0.8 far sawn lumber =0.38A for mach}ne evalueled lumber(MEL) =0.85 iw round t�mber Piles =0.418 for produet wRh COVe<0.12 a 0.$�'g��.. Fce=�.� Cro= 1+(F�lFe") �«1+�Fe��o�)"2 ' (FcE�F�) a"t/2 0.1d}"2 Z� ,..2c C Bendi About XX axis hbc {edd FcE 1+�cef C c C Fd P 7tY96P 5 17.14 1735 1.275 0.705 1175 14393 ib 100751b S 20.57 t205 4.OTi 0.571 952 11861 tb 8163 ib 7 24.00 885 0.957 Q.455 759 92941b 55C161b 8 27_43 678 Q.879 �.355 6Q8 T448 tb 521A tb 9 30.86 536 0.$26 0.296 494 60521b 42361b f 0 34.28 �34 Q.788 0244 407 4892 tb 3484 tb 11 37.71 359 0.759 Q.20�5 34'1 417$!6 2924!D 12 41.14 3Q1 0.738 Q.173 289 35421b 24801b 13 44.57 237 Q.y21 0.149 2A8 3039 Ib 212�th tb 48.00 221 0.7U8 0.129 215 �834 tD t844 Ib 15 ` `'v1:43 193 0.�7 0.113 188 2304 fb 16t2 tb 16"''::'::54:8& 16,9 Q689 0.099 166 2031!b 1422 lb 17>:<><:58;�8: 150 0.881 0.088 147 i804 tb 12631b 18 ;:61,7:]' 134 0.675 0.078 132 16131b 11281b t9:"::;;°:65:'f�d 120 0.670 OA7i 118 14501b 1015 ib 24 ' �8:57 1fl8 0.666 0_064 107 9311 1b 9971b Bendn Aboirt YY axis fity leld FcE 4+FcelFC'/t Cp Fc' P 7Q96P 5 iT_t4 t7�5 t.275 6.7b5 i1T5 1438316 t0075tb & 2U.57 12Yl5 1.077 0.571 952 f f661 ftr $f�ii ib T 24.00 885 0.957 0.455 759 82941b 65081b 8 27.43 67g 0.879 0.365 6Q8 744916 521416 9 30.86 536 O. 0.296 d94 2Ib 42361b 10 34.29 434 0.788 OZ4t 407 48921b 3484 tb ii 37.T1 35S 0.758 0.205 341 44781b 2824Ib 12 41.14 301 0.738 0.173 289 35421b 2480Ib t 3 44.57 257 0.721 0.149 248 30381b 2127 Ib 14 48.tl0 221 0.708 0.129 215 2634►b 1844 W 15 51;d3 193 0.897 0.113 188 23041b 1612 ib 16:"':':::S�tcB& 169 O.b'89 0.099 166 2031 1b 14TI ib 17 :' -58i29 150 0.681 0.086 f 47 18041b 12631b 18 : ` 51;71 13+1 0.675 0.079 132 16131b 11291b 19: ':: :65:14 't2t1 Q.670 0.071 118 1450{b 1Q15 tb 20 - 58:57 108 0.686 Q.084 107 1311 ib 917 Ib Albwabte Cross Grain Bearing P= 8477 lb �`� 4x4 cA1.Q0 ,,- �.�.�-� ;�� .r----., �oas-i3cn sc��c sE P� - : Yetm Assisted Living Facitity � „� s�,o►�,s�z c�rn: tiu.w� �ob�e aso�ti�s �� phone:SU3399-1399 ' : MSG Checked: Date: 2/1 i/03 �i' � fax 50&399�259 D�t+Ption= ANownble Co4utnn loeds axc� xtz � s, xrrc. Materiai Proaecties Adustrr�erti Factors g� 4x4 DF t1 Cd a 1.15 y= 3.5 in Gm= 1_00 x= 3.5 in � �� Fb= 1000 psi Fb'= 1725 ps� CF= 1.15 compression Fc= 1450 psi Fc`= 1918 psi CF= 1.50 bending Fc perp� 625 psi Fc perp'� 625 psi E= 1.7E+06 psi FF"=tabulated canpression design vaiue mukiplied by ali applicab►e adjustment taotors except Ce FC�E=Q.3 visualty gradeQ tumber c�0.8 tw sawn lumber =0.38A for machine evatuatad lumbe►(MEL) =0.85 for round tlmber piles =0.418 fot Qrodud wdh COVa<0.12 =OA for g[uad iaminat+ad GmEwr. ��c=� Cq= tt(F�1F�") -[EEt*(F�c/F�`})"2. ' EF�F�') }�� d�•2 2c 2C � Bendin About XX axis ha kJd FcE {1+fcelfC c C c' P 7096P 5 t7.44 T?35 1.t8t 0.896 1257 t5399 tb 1Q�ib 6 20.5? 1345 1.018 0.517 992 124561b 86()91b 7 24.00 885 0.914 O.A06 779 95411b 667816 8 27.43 678 0.846 D.323 81 7582 ib 53Q71b 9 30.86 536 0.800 0.261 500 6129 Rf 42901b tQ 34.28 -034 0.788 Q.2S5 4t t 50�tb 3528 iG 14 37.71 358 0.742 0.179 3�W 4209 294G Ib 12 ai.14 3Q1 0.723 0.152 281 35631b 24941b 13 44.57 257 0.709 0.130 249 3054 ib 2137 tb 14 A8.00 221 0.897 0.113 216 2&441b 18611b 15 , ;,:;51`.43 193 0.688 0.098 189 23121b 1818 fb 16 :54.� 169 0.660 0.087 166 20371b 14261b 17'<-::`58i�J 450 0.674 0.077 148 18091b 1266{b 18 ` ::;::61;71= 134 0.669 0.089 132 i6161b 1132 ib 19::::::='65::1Q �20 0.664 0.062 119 1453 ib 10171b 20 - 68:57 108 0.660 0.056 107 1313 fb 9191b Bendi About W abs te/d feE (1+�ee4FC�fc Cp Fc' P 7096P 5 f7.t4 17�i t.iS1 0.6� i257 t��► i0779 H� 6 20.57 12Q5 4.01& 0.517 892 12156 ib 85fl9 Ib 7 2A.00 885 0.914 0.406 TT9 8541 Ib 6678 tb 8 7l 43 fi78 fl.846 a.323 619 7562 ib 53071b 9 30.66 536 0.800 0.261 SAO 61291b 4 Ib 'EO 3d.29 434 0.766 O.ZiS 411 50391b Ya2�8 ib 41 37.74 359 Q.742 4.478 344 42E19!b 2846� 12 41.14 301 0.723 0.152 291 3563 tb 2A941b 13 44.57 257 0.709 Q.130 249 3054 1b 2137 ib 14 48.OQ 2?1 �.697 0.113 216 2644� 1851 ib 15 . :'S1;43 193 0.688 0.098 189 2312 Ib 1618�b 16::"::'.5�1:� 169 0.680 0.087 t66 20371b 14261b 17 ''- .29 150 0.674 0.077 148 18091b 12661b 18 81.7� 134 0.66.9 0.069 132 16161b 1132� 19 :: .::65;td 120 0.664 0.062 119 14531b 1017�b 20 :- : 68i57 108 0.680 0.058 107 13131b 8181b Ailowabte Cross Gtain Baaring P= 8477�b � . � 4xA Ctl1.15 ,,: �py-''"�.^'"�''M `'� 1045-13th Street SE P " : Yetm Assist�d Living Facitity �-� � Salem,Oregon 97302 CfieM: Mt.West Job�t 0301 t 1 S ��i�'`� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/11/03 �.�' �� fax�503-399-8259 Description: RNowable Colum�Loods E P( 6 1 l�f E E R 8, =l�f C. Materiai Proaerries Adjustment Factors Size 4xS DF t1 Cd= 1.00 Y= 3.5 in Cm= 1.00 x= 5.5 in �- �� Fb= 1000 psi Fb'= 1300 psi CF= 1.10 compression Fc= 1450 psi Fc'= 1595 psi CF= 1.30 ben�ng Fc perp= 625 psi Fc perp'= 625 psi E= 1.7E+06 Psi F�`=tabulated compress+an design value mukiplied by all applicabie adjustmerrt factors except CF iC�E a 0.3 visuatly graded lutnber c=0.8 for sawn tumber =0.384 for machine evahiaied lumber{AAEL} =Q.85 for round timber piles �U.418 for product widh COVo<O.t2 =O.S for g(uad hminatod timbor. Fte=�E Gc= 1+(F�JF�"? -E((4}(F�F�"))"2 - 4F�lF�'? l"1!2 (1�ld}�2 ZG ZG G Bendin About XX a�s htx k/d FcE /+FcelFC'}/c Cp Fa' P 70%P 5 tO.Si 4285 2.304 6.SR7 1447 2786Z fb 'i85G3 i'o c ts.oa 2s�� .�a� a.a� �� 2�z�s� �s�� 7 15.27 2186 1.482 0.787 1256 241771b 169241b 8 17.45 1674 128t 0.707 1128 2t721 ib 152d4 ib 9 19.64 1323 1_143 Q.623 994 191331b 13393 Ib t(f 2f.82 i('i7t t.Q45 6.543 86v t668�Ib tt68S fG �1 24.Q4 88-5 0.972 0.474 752 444GG Ib 4Q42�li� 12 26.18 744 0.917 0.410 653 125771b 88041b 13 28.36 634 0.873 O.�s8 670 10981 Ib 7B86 ib 14 30_55 54'7 0.839 Q.314 501 964Q tb 6748!kt f� 32.73 478 fT.B�2 fT.277 442 65S 3 Ib 59�8 fG 16 34.41 418 0.789 4.24& 393 75b21b 5293 tb 17 37.09 371 0.770 0.220 351 6755 tb 4729[b 18 39.27 331 0.755 4.188 315 808�tb 4247 Ib f9 4i.45 297' 0.74t 4.i7b 284 5475(6 3833� 2ET �l3.&4 268 0.73E1 Q.t62 258 49�Ib 3475.l1s Bendin Abouf W axis Fdy lefd fcE (1+Fce/FC�/c Cp fc' P ��P 5 t T.f 4 tT35 1_305 d.718 1147 22086� t54681b s Zo.�7 uos �.c�-r a.5as asa fao�o� us�� 7 24.QQ 885 0.972 0.471 752 144&G ib 10127 Ib 8 27.43 6i8 Q.891 0.379 Sd4 1163t Ib 8f421b 9 3a.86 536 0.835 Q.308 492 94671b 66271b 10 34.25 434 0.795 0.255 406 7818 fb 5472 tb 11 37.74 359 Q.76& 0.213 340 65471b 4583lb 12 41_14 301 0.743 0.181 289 555416 3888Ib 13 44_57 257 0.726 0.155 248 47 Ib 33371b 14 48.00 221 0.712 0.135 215 41331b 28A31b 15 - 51;43 193 0.701 0.118 188 36151b 25311b 16::::- S�t.86 169 0.691 0.104 166 3188 Ib 2232 Ib 17 ' :58.39 150 0.68d 0.092 147 2832 1b 19831b 18 : 81.71: 134 0_677 0.082 132 25321b 17731b 19 : 65:14 120 0.672 0.074 118 22771b 1594 tb _. __ 20' _ 68.57 108 0.668 0.067 107 2058 fb 1 Altowable Cross Graln Bearing P= 133201b � �W 4tt6 cd1 00 � � Yelm Assisted Living Facility _ �..�_.... .,.`�.?`y'��` , loas-t3ct,sneec sE . Satem:pFegorl g73pZ CGe�t: f�it.West Jab� 030111 S iri�� :sos-a�s-tsss � : aasc ene�«+: �e: vttrcrs r��' �� -�as-s25s ��= na�cmu,�►c� ZS6tBFE8RS, �l1fC. Materiat PmaertiES Adjustment Factors Size 4� DF/1 = 1.15 y= 3.5 in Cm= 1.00 x= 5.5 in Ct= 1_00 Fb= 1000 psi Fb'= 1495 psi CF= 1.10 compress'an Fc= 1450 psi Fc'= 1834 psi CF= 1.30 bendin9 Fc perp= 625 psi Fc perp'= 625 psi E= 1.7E+06 psi Fo"=Ya6ulated compression design+ralue mukiptied 6y aN applicahle adjustment factors except Cp K,;E=0.3 visvaNy qraded tumber c@ 0.8 ior sawn lumber =0.384 fa machine evaluated lumber(MEL) =0.85 fot round timber piles =0.418 for product wfth COVe<0.12 =0.9 for glued laminated timber. F�=K�E Cv= t+(F�IF�� -[((�+(F�/F�")}"2 - (F�F�� 1"t!2 t�d��z 2c 2c � Bendi About XX axis fibc leld Fc (1+FeelFC�lc C Fc' P 7096P 5 10.9't 4285 2.085 0.890 t633 3t4381b 22006I6 6 13.0fi 28i6 i.638 C,.&28 4518 28223 ib 20455 Ib 7 1527 21$6 l.37Q 0.748 1372 26411 lh 18488!b 8 17.45 t674 1.195 0_B59 1208 23254!b 162781b 9 19.64 1323 1.07B 0.570 1045 201261b 1408816 to 2t.sz totr a.s9cr o.aso sss tr3oo� t2ttcr ro 14 ^s4.�i 885 0.527 0.42i TT3 t4878{b 404141b 12 26.18 744 0.879 0_364 668 128511b 899616 13 28.36 634 0.841 0.316 580 111701b 78191b 14 30_55 547 0.811 0277 SQ8 97741b 68421b 45 32.73 478 fT.787 0.244 447 86111tr 6fY271b 16 3A.81 4t8 0.768 Q.2tfi 397 76351b 5.�4d Ih 17 37.09 371 0.751 0.193 354 68111b 47671b 18 39.27 331 0.738 0.173 317 61101b 42771b 18 4t.45 297 0.726 0.156 286 556�316 38�f(b 2f} 43.&4 268 a.7ff E}.44f 259 4992 ttr 34941tr Bendin About W axis leld Fc£ . (1+�ce1FC�Jc Cp Fc' P 70%P 5 iT.iQ t7�i t.2t6 6.677 TZ's'1 237it(6 i659�t6 fr 2f}.57 }20rr 4.E}3G U.534 9� 18868 }320�Ib 7 24.� 885 0.927 0.421 773 148781b 104141b 8 27.43 678 0.858 0_336 616 11852 Ib �8298 tb 9 3p.gg 536 0.808 27'2 498 9595 ib 6716 ib ?Q 3d.Z�J 434 Q.7T3 Q.ZZ4 4"td T897 tb 55281b 4 t 37.71 368 f}.747 Eh 1$� 343 fr548 Ib 4Fr19!b 12 41.14 301 U.728 0.158 290 55901b 38131b 13 44.57 257 0.712 0.138 249 47911b 33541b 14 48 00 221 0.700 0.118 216 4150 1b 2905 1b 15 57.43 193 0.691 0.103 189 3629Ib 2540Ib 16 5+4.8� 169 0.683 0.091 166 31991b 22391b 17 '::::58:29 150 0.676 0.080 148 28401b 1988 ib 18 �1.71 134 0.671 O.Q72 132 25381b 17771b 48 :: 65.1A 120 0.666 0.065 119 2282{b 1597 Ib 20 : 88:57 108 0.662 0.058 107 2082 fb 1444 Itr Allowa6le Cross Grain Bearing P= 13320 Ib 4x6 cd1.15 � � �.__�� Yetrrr Assist�ct tivittg��cftity �,,�•�°"�,,,'�''"°��,•��rk t 1045-43th Street SE P� � ��y# p3p111 S " Saiem,pregmr 97302 Client: Mt_West �i�'�� phone:SQ3-399-1399 Desi er. MSG Checked: dale: Z/T t/03 �/' � fax:503-399-8259 Desc►iPtion: qNp�bfe Column Loads E �( G] 11fE8R5, INC. Materiat Properties Adjustment Factors Size 6x6 DF�1 Cd= 1.00 5.5 in Cm= 1•� y- Ct= 1.00 x= 5.5 in Fb= 1200 psi Fb'= 1200 psi CF= 1.00 compression Fc= 1000 psi Fc`= 1000 psi CF= 1.00 be�ding Fc perp= 625 psi Fc perp'= 625 psi E= 1.6E+06 psi Fc"=tabulated compression dQSign value muRiplfed by alf applicable edjustment faccors except Cs IC�E=0.3 vlsually graded lumber c=0.8 for sawn lumber =0_384 for machine evafuated fumber(MEL) =0.85 tor round timber ples =6.418 for product wdfi�Ve<Q.t2 �O.S fm g(ued(amu+nted tim6er- ��_� �° �4EF�E�3 -E1�14E��F�•)>^2 - 4F��"3 }•u2 (�ld}e2 ZG 2G 6 Bendin About XX axis hb� Ield FcE (1+Foe/FC�Ic Cp Fc' P �P s to.s�r •ro� s.ras �.� � zssrr r� �rss3s re s ��aa aao� 2.� E}.S}2 912 ��sssib �as�o 7 15.27 2058 1.811 0.872 872 263731b '!8461 Ib 8 17.45 1578 1.610 0.821 821 248411b 173891b 9 19.64 1245 1.403 0.781 761 230151b 161101b ifl 21.82 f00g t.255 0:854 884 2t�hE8 Ib 14�12 fb 44 24: El33 4.4 �}.62 62 188�6Ib 13234Ib- 12 28.18 70d 1.063 0.559 559 169021b 118311b 13 28.36 597 0.998 0.498 498 1 11b 1054.91b 14 30.55 514 U.947 0.444 b44 134211b 959516 t5 32.73 44$ t?905 f?.39E 386 tt964 itr 8389 Hr � sa.s�.- as4. aaz� aas�. � �az�a u� z�� 17 37.p9 349 0. 3 0.319 319 96501b 67551b 18 �27 311 0.820 0288 288 87101b 80971b 1S 41. 27� Q.8Q6 6.�61 261 78J'1 ib 55�5Ib 20 43:6d 252 0:7&'� 0:237 Z37 It791tr 5025Ib Bendin About W axis fe/d fcE (1+Fce/FC`/c Cp Fc' P �P 5 f6.St 4D 3.i4� Q. 943 285fit Ri T955Sib 6 43 2809 2.376 0:912 9-12 2758&ib t93tU lb 7 15.27 2058 1.911 0.872 872 263731b 184611b 8 17.45 1576 1_61� 0.821 821 24841 ib 17389 Ib 9 19.64 1245 1.4d3 0.761 761 23015 Ib 16t 10 Ib iQ 2T.82" T008 1.255 0.694 684 ZQ98916 t4S9Z ib }} 24.00 833 4.44fi (3.625 625 489061E� 43234 12 26.18 700 1.063 0.559 559 168021b 118311b 13 28.36 597 0.998 0.498 498 150611b 105431b 14 30.55 514 0.947 0.444 444 13421 �b 93951b 15 32.73 Q48 O.JUS 0.398 398 1 t�J84 Ib 8389 tb 46 34.94 394 0.871 0.355 355 407341b 75141b �� g7 pg 3qg U.843 0.319 319 9650 ib 6755 Ib 18 39.27 311 0.82(! 0.288 288 87101b 60971b 19 41.45 279 0.800 0.261 281 7892 W 5525 Ib � q3.�q � Q.783 Q237 237 7t781b 5t?2`s Ib Allowable Cross Grain Bearing P= 20195 ib ��,� c � ..�'"r"�'�-�`�"`y,'�`�. �oas-�3tf�srreec s� Pr �ect: Yetm Assist�d Livir[g Facitity Sai�n,Oregon 97302 CIieM: Mt.West Job# 0301145 ��i�`� phone:503399-1399 ' ner: MSG Checked: Date: ZM 1l03 �.�' �� tax:503-399-8259 �� q{bv�rabie Column loads EIfC111fE8RE, INC. Material Properties AdjustmeM Factors Size 6k6 DF!1 Cd= 1.15 y= 5.5 in Cm= t.00 x= 5.5 in � �� Fb= 1200 psi Fy'= 1380 psi CF= 1.00 compression Fc= 1000 psi Fc`= 1150 psi CF= 1.00 bendt�g Fc perp= 625 Psi Fc perp'= 625 psi E= 1.6E+06 psi F�"=tabulated compression design value muRiplied by all applicable adjustment factors except CP MC��0.3 visually graded lumber c=0.8 tor sawn lumber =0.384 for machine evaluated lumber(MEL) =0.85/or round timber plles �0.4t8 6or product wdh COVe<0.12 �0.9 for g(ued(aminated tim6er. FcE_�.� �a= t4EFcElF�") 'I(Ftt(F�l��")}^2 - EFcE�F�") }"t<2 (4�d}"2 Zc 2c � Bendin About XX axis htx le/d FcE (1+FcelFC /c Cp Fc' P 7096P s To.s�r ao� z.at� o.ssz ton 3za�s�r zrro7�, 6 13.E}9 28U4 2.147 4.89G 4E13E1 34}821b 248431b 7 1527 2Q58 1.743 0.847 975 294821b 206381b 8 17.45 1576 1.481 0.787 905 273871b 191711b 9 19.64 1245 1.302 0.718 825 249651b 174761b tfT 2t.82 t008 t.t73 Q.84� 741 2240U ib t588tt Ib 41 24043 833 4.Q78 4.572 65& 498�J41b 4392G Ib 92 26.18 700 1.Od6 0.506 581 175861b 123f01b 13 28.38 597 0.949 0.447 514 15539 lb 10878 tb 14 30.55 St4 0.905 0.396 455 i3761 Ib 9633 tb 15 32J3 448 U.869 U.352 4i14 t223E?ib 856t Ib tfi 34.91 384 4.839 0.314 3fi1 1091fi Ib 76421h 17 37.� 349 0.815 0.281 324 978$Ib 6852 Ib 18 39.27 311 0.794 0253 291 88181b 81711b i9 41.45 279 0.77T 0.229 284 797516 5582 t6 2fJ 43.64 252 0.762 Q.20E 23� 72441tr SE?7f Ib Bendi About W axis hty le/d FcE (1+Foe/FC')!c C Fc P 70%F s to.st sa� z.st as� ton s2a�a�e mat ro 6 43.09 28Q1 2.}47 0.896 tfl3(1 314621b i �48�31b 7 15.27 2058 1.743 0.847 875 294821b 206381b 8 17_45 f576 1.481 0.787 905 273871b 19171Ib 9 19.64 1245 1.302 0.71 825 249651b 17476 fb ?0 27.82 1Qt)8 1.T7S 0.&f4 74t 22�OIb T56Ht?ib 11 �4.OQ 833 1.478 0.572 658 198941b 138�61G 12 26.18 T00 1.006 0.506 581 175861b 123f0ib 13 28.36 597 Q.949 Q.447 514 155391b 108781h 14 30.35 514 0.905 0.396 455 137611b 96331b f5 32.73 448 0.889 0.352 404 122'JOIb b58t Ib 16 34.91 394 0.839 0.314 361 10916 Ib 7642 tb 17 37.09 349 0.815 0281 324 97881b 68521b 18 3927 311 0.794 0.253 291 8816 ib 6171 tb 19 41_45 279 0.777 0229 264 78751b 558216 20 43.64 252 0.762 Q.208 239 7244 tb 5071 Ib Alfowable Cross Graln BBa�ing P= 20195 Ib �� 6x8 cd7.15 Go�un�nlS- �.�- � 1 20 3� � � � � � � �m� i 2�5 �f�o 33�,� ��P� C��?2� 3`t�.,v 3`�t.� �s2� '3e� - � 2.Na _-. `T'a��- 17� :: y��;C� �:O /89'� G�3� 3��'� ��:_-,� �'�'zJ �TC� {�" +�,j,� ��'° j�,�� 2� ° j��u � �� 7.� �� O O '' C� C� �� O �a� �2��S 2�i"l� `�SSc� 2`�02 1 I a2 � �� 21SD `'.S�o �t�� 3�-�3a ►1 te� 3�a C� �3t�" 1 I Co'-� 3�� 7�p ��' � ( :�!�,`'jC7 TOTt��- ( ''_�`i ;,� ��'.:.� IO��2 � �}Q,�'"? ��%.�, <ii a:;� � �-1� %�� ,I r� �_t<< � ,,�,� �� ►� � �� t «1 �� tf� �� O f9 O 21 O � �ooF ! 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O��'I� SHEET NO. � � '� / MADE BY M� �—! J v� � DATE CLIENT M T�GS f SALEM,OfiEGON Y�y w� PROJECT �'"�' �- i = � , � � � . _ _______ _ � — o � � � o ° � �R � � � sc. _ �GR , . :�R _ � O � i � p - � _ � p 'm` 5 � � - - p \ „ � \ , � O ` sO � � > -- � i � , CJ — I � ti... • �� -__ --- � — -- -- FIf�PLAGE O I � �'f;' t' � �-� PRIVAI'E O /�t./? D�NING � � �.J � O . �-;d J i� o p , � � � K �_ I � � �_ :� � � . � c- i�f I ` � � �,. �� x .,��,4 e p� �•�a.."��:. � ^ -�.. .-1, �. / \ I co�un�n1S-�.�. c- 0 � � � � �� 14�9� Co`.ti� 2G�lO 3�2� �`� 339G� ySZo I I� -3� IS�S 303� iS�S � 2� i��s �3e� l�►� -t'a-rz�- `�� 2-� � 3�20 3��0 33`�d `�2� 1 I SC�C-� - �TC> 1�'� ,?�„ �� Jg" ��. �Q„ �„ �„ � � � � Q 3� � � `��,�- 3a-,a �t�io 18�lop ?�3a � ISi2 - -� 12023 1��23 S7oo �� L��-.; I`112� 5700 2,,� I 512. - : -TOTZ�.�. Ca�2s" �lo i Q,`tbc> 3� �c��, 35�'�(o I 1�oo - �� I`��' ��" �„ �g,� �Z,� �� 0 0 0 0 0 0 0 0 , � : � � ; � ; � __ 0 o c� � o 0 0 0 0 __ __ _ ______ ________�- , � � � ► �� FILE NO. O.�J�I I S SHEET NO. � • 'S � / MADE BY M� DATE��I� v� SALEM,OREGON CLIENT M T�GST PfiOJECT �� 2,, � � - - - � , , - - � ( � I � � � - 12 - I-� / / � , F � I -- � � � I � � � I I I � I � I 13 - _ � - � C� l� - - - - � , �� ' R�o� �5� ��--rio� G �� -�A ErLD P..�-�NIS �r�. s 22: -r�� s C�° t I I G�'�ZS��' 1��= 2'z�9 s�= 209 s� 1..�.� _o��,2s�--�� 3 �� c�.,� S 20(q s� _ �90�� .,�: �oo�.�s�C.9s� _ �03�) � �s 1c1�3�) �' �!= 1o93(2z�yz= 1��3�bs I MS 1W 3C2z�2�8 s �-'�(?1�-�-Jh V�.4� l�l� Goor� s�L-T" ��`t�30 �= IO� c,�s 2oC9�)= r9o�F w�� ►oo C�s�- 9so�►-�' � � ►►�o.�l� �l s il�o�to�''2 s S�loo ibs NI s i��-o�,o�Z/a s �`�-2�►bs � d.=y� _ -333� � �� 2,��I�/� �= 22.�t�O��o�� _ �Z��,,.� _ .S��o (333� � _ i �� FILE NO. ��-� SHEET NO. �� / MADE BY DATE �1��i CLIENT I ,T ST - SALEM,OREGON PROJECT �� AAtif+Eng�r+eers,inc. Ti�e: YeNm AtF ./ob 1�D30119-5 10d5-13th Street SE 8sg�r: MSG Oate: 1:17PM, 1 t FE8 03 Salem,Oregon 9T3Q2 ��'�'�:Three Story Assisted Living Faality ph:503-399-1399 �: Full Structura!Analvaie and D�iqn tx:503-389�259 Vaar: 1KW-06023'73, V�r 5_5 _O,S�elBeamDesign P� � � � Cc) 1983-2001 SNSR�`ar•C Srtgi C� �3W3Ullld\ �..::::.�:�. :;; . ... . . . .. ... .. .. . . . . ..... .., .. �.�:... �.::. ..::.�....�....�....��.�. .�..� ..:. ::��:;. �.�.:: �a ��'�� _.: . _...... ._._ _.._....------_.._.. ._.._.. .._..._. _. . .,,i.:: :-:-.:;c- .. ..._,. ._ _,... :_.. ..::: .. ,....... ..,._: . ......__. . ��:�:.:.. �@SCfl�lOtl {General information Caiculations are designed to AISC 9th EdRion ASI3 and 1887 UBC Requirements I; _ __.. . _ . __ __ _ _ __ _.... __ _ __ _ __ _ _ _ _ ___. __ _ ._ _. ___ __. . ___ _ ___. . _.... _ _ . _ __ __ _. _.. . ___ ___ _........ _ __ _ es�� e....a:.... :�'��7e�' Fy �fi l)()kfii Vi f VQ'MifV(t T V Pinr�ed-Pir�rzed Luad Duration Facfor 1.00 Genter Span 22.00 ft Bm Wt,Added to Loads Elastic Modulus 29,OQ4.Q ksi Lett Cant 0.00 ft LL&ST Act Together i�'r�rrc v3tcn v.�r r°c I��ilhtxa[�pt!i nrmth 7 t1(1 ft Distributed Loads ... ........................... ........................... ...:.::...:::.;:::<:.,::,::::::.:.:.:..:....._ .... _...._..._... __..._.......... .......__._......._.. .:,............ ,....:;;:,::::::....,........:...::::::;..,,..:,,...,:.:.:..:..;.:;;:,;:<.::«.:,..:.�,......:<,;.,«.:::::.:.:.:::..,.:::::::.:::.:,..: .......................................................................... #f #2 #3 #4 #� #6 #7 DL 0.19d K(ft �L �.� Y't ST � Start Locatiort }� Enci Lacation ft ___... . __ _____ _ _.........._ ..._.._ _. _... Summary ` ;:>;;>;:.._;;;:,. >.; ;::::;;: :: Beam OK _ _ _ static l.oaa cas�covems stress Usi :W14X30 section,SPan=22.00ft, FY=36.Oksi End�bdty= Pinned-Pinned,Lu=2.00ft,LDF=1.000 y I rli:iii5i nircrir'c'u're j �� 1�.*„0.;; a�,�F 4_n R.„y3'�.2a?k,,.-��+*, tviax.uei'iecuon -u.7"vi in j �.QGTN�V{IpR�N ��/�.NV�{�7 M�1 GJ.��R�1 C.G71�( !�L�fnl I�OCV.V. t � � .ShBHt IV��1 Y.�1s .'� ��St�!��.�ii�ii.�.CA� �?Q T•1 t23.54 k 53.890 K { j fv:Shear Strs^.s 3.306 f�i 14.4A4 ksi I , iv!Fv O.Z30 :T f I Force�Stress Summary � f: ___ _ . ,.., _... __, ,...... _,.. __.. __ _ ___ __. . _ __ _ __. _ _ . «_T��are DeaQ+t.ive laad�laced as notad-u DL LL LL+ST LL LL+ST .69�Xt� �plY_ �i. Qi Certter � �Cants IY�"dX.lUi f 07.YJ fC-ii 't3.3'i O7.J'J lC-�i �ry� �n - L A �-�� k-ft Mau.A+f�Ri�M. k-� Shear�!s[! 12.35 k 2.�� 12.35 k �hesr�Right 12.�k 2.42 12.35 k CetNer Defl. -0.?{31 at -0_137 -0.701 -0_701 0.000 O.00d in Left Cant Defl O.ROOin O.Q00 4.Q04 0.000 0.000 �.OUD M Fl1911t C:2�1t UQft U.(KIS)«1 (1_f1(X7 U.(1UC1 U.C1C/S1 U.(JIR) U.U(JC] IR ...4tuery Ue3t�,v u.uu:r tt u.utiu u.uuCi U.uVU u.C�t'iu 'v_vu'v in R�ctiott�i.e�t 12.35 2.42 12.35 12.35 k Reactron�R! 42.35 2.42 i2.35 12.35 k Fa calc'd per f.�-1,K"Ur a Cc !8eant Passes 7.b.1.4.1,Para 1,2,4,&6,Fb�Q.6&Fy ;Sect�on Propert�es W14X30 � . .. ...,..... ......,.. ......... _ ......... ........ ......... .....,. ....«... ..v..... ......... .,. ......:, ::::..;,...........;: �epth 13.840 in Weight 3Q.06#Ift r-xx 5.734 in wid� o.��in i-�oc cei."vCr in4 r-yy i.dfs8 in i��.c� �y'► a, �/�(� /y ♦ �f� ■f frv v.Grvi� �-�f �J.LV1�� f�[ f.f'1V 1�f F�rnn ThfrJc�ms 11:aR.S in �xtt_ 4�_(La'7 In_g Area 8.85 in2 S-yy 5.825 in3 F(�.2 ---t°- k=F�MS ��,_ � I° I �s �s��.$) s c��' TP�P> S 9`=/2 =�Y.S wL. '�oL��S�z 18p�1-� �,S 2�1� �!� z�C��y2 3 �3s3 �b Ms 2��,��/a = 3�Zo�ib St��l S 16° t�ap = I�(s S�S S',p�� 1 K.-�TJ i � �a lZ =CJ S �L 'S"TU CS.�J) s l�ZO�I� G-- =�� S 3�3��o��z.. �s,s�b M� �3L��2/as 3��h � ��S �s►��.s� Z �BpsL✓ G�=l�-cT Q,x 28.► -�'b� 3�8�S�1z� L lo'�� y?.I� � s ?Z5�3�3�,�0��= -2��„�-"' y�o� �-' i-�� .a� 1�T��o�'. ur�� s s� -r�� S 33°l2S �� Z.,o��-��=33o p► � i„a��O (,tt<•5�� G�'.u�J t �' = 9�id�{ � 1�_ �!O LJ��'1 S G.��.�� M -990 L��`/s S �� . �LT l ,�5,�-J(o L�L �� FILE NO. �=-/"�'�_� SHEET NO. �� •� � / MADE BY �� DATE ��'� _O� SALEM,OREGON CLIENT MT IK�ST PROJECT � ,..r—�_;,�--��-�r"�-`°"`� �oas-��tn sve�s� Pr . : Ye1m Assisted Living Facitity sa+em,o��«,s� cuent: nnc.w� rob# aia��-s �i��i/� phone:503399-1399 ' . MSG CF�dced: Date: ?J1 tlai �.�' ��6' fax:5033g9-8259 Description: Wail i.aads Section A E Df ti I 11I B S E ti. 1�ItG Typicai Exterior Waft T►ib DL LL Deac� L�ve R�af 12 ft 15�t ?5 psf 180 tf 3f30 ptf Third Ftoor Watts 7hird Ftaor WaI� 8 ft 10 psf 0 psf �0 plf Ll ptf ?hird F��or 12 ft 20 psf 40�f 24n �f dRQ nff � !f 780 1f Secons!F(o�or V{lal�s Second Floor Wa!! 9 ft 10 psf Q psf 9�pEf ��!f veoQnd Flg�r 12 ff 20 psf 44 ps# 244•!a f 480 ff 83U lfTt�.A ff First Fl�r Walls �irst Flaor INall 9 ft 1�psf p psf 90 1€ � If 82g l�26Q I# Foundation TypiC3f IttterfOt Wa11 T�i� DL LL Dead Live Rt�of 16 ft 15 psf 25 ps� �24C1 plf �4 p!f Fhird Ftoor W�!!s Third FEoor Wa!! 8 ft 10�sf fl psf 8�plf Q pft Third Flaar L�tt 4 ii 20 p�f 700 p�i 8i)p!f 40Q p!i Th��d Floor Righ: 1�ft ZO�sf 40 psf Z40 p!f 480 ptf �ptt 1280 p(f Second F(oor Wa(is Seconci Fioor Wsi� 9 ft 10 psf 0 psf SC pif 0 pli 8�orid�k,or t,af� 4�E 15 p�t 100 psf 60 pif 4vG plf 8ecaetd Flaat Righ4 45 ft 15 p�f 40 psf 225 ptf 6�Q ptf � 10i8 p[f �28Q pif Fitat Floar Watl� �irst Floor Wati 3 ft 'fil psf f}psf 9Q ptf 0 li 1165 tt Z�Bd �aunciatlon Intieriar Wait-at wing encf rerith roaf Trib DL Ll Dead Live Roaf 2fi ft 15 psf 2�psf 3�0 pt� 6�ptt 'thtrd Fioor Watts Third�ioar Watl S tt 10 psf 0 psf 80 ptf 0 p4f �Chird Floor Left 6 R 2(3 psf 100 psf 12a p4i 600 p1f Third Fioor Right 12 ft 20 psf 40 psf 240 p{f 480 f Cs3E� ff 173o secona Ffoar wa,ts 5ecand Ftoor Walt 9 ft 10 psfi Q psf 90 ptf 0 ptf Second Ftoor Left 6 ft 15�sf 'tOQ psf 3Q ptf 60Q ptf Second Flaor Right 15 ft 15 psf 4Q psf 225 ptf 600 ptf 1235 pif Z930 pif First Floor WaAs First F1oor Wall 9 ft 10 psf 0 psf 90 ►f 0 if � 'l325 p!f 2930 !f Foundation interior Watt-at wing end wtthout roof Trib DL LL Dead tive Roof 0 ft 15 psf 25 psf 0 [f 0 tt Thitd Fioor Watls Third F(oor Wai( 8 ft 10 psf 0 psf 80 p(f 0 p!f Thlr�i FlQQ�i��ft 6€k 20 p&f 100 psf 1�0 plf 60Q p�f Third FIQOr Right 12 ft 20 psf 40 psf 240 pif 48�ptf 440 If 't080 4f Second Floor Wa{ts Secand Floor Wall 8 ft 10 psf 0 psf 9�plf 0 plf Second Floor Left 6 ft 15 psf 100 psf 90 plf 600 pif S�conq Floor Righi 15 ft 15 psf 40 psf 225 p!f 600 p!f 845 pif 228t1 pit Ftrst Floor Walis First Floor Wall 9 ft 10 psf 0 psf 90 If 0 p1f 935 Ii 2280 p!f Ftwttdatk�n ratt'e,rs'hcgh stoQe � . ( � _..--°�'��-��.-�""Y°"�^� 4045-f�lt Street SE f P ' : T 6�ffi%15515�6t� LlYtft� �ACI�i�J! Sa(em.Oregan 97302 Client: AAt.Wesf Job# 036t 11-5 �i��i�� :503-399-1399 ner: MSG Checked: Date: 2/11/Q3 �/� �� fax:503-399-8258 Description. WaN LAa�fa Sa�ion A � � li(fi I llT S S lt S, I NC. .....�..�— #R�f��tl-�s��ia.:��t�$«� T.i}r f�'ii E i i✓�g�3 _iwa u��i �;� i�psi ��f 4�t3 p3i ��S�ti Ehisc#�iaor V�aii� ;�tird Ffoor Wa1! 8�t iU psf U psf �SU p�f L�lf T:�i�d�to�r Letf S ft �0 psf �00�sf 12Q ptf S��ff T�irr��loar Rig�t 'l2 Pt 2�psf fi��sf 24a tf �8Q !f $45 tt 'i�SS !t Second Ftoar Wsits �c.ats�F�:,oc Wai{ d ft 'ia psf tI psf 8Q�!t C�tf Secori;Fiac►r Le€� 6 ft 4 s�sf 9 QO psf 9C2 Fif 600 p{f �cws�ci Fi�s R�ti( i5 iE i5�i 40�i 225�f 600 i �i25f3 if 2�55 Fir�t Ffaor Waib First Ffoor Waff 9 ft 10 psi 0 psf 90 pff C3 pft � 'f 340 pif 2�55 pff Fvuncfaiion l�ii,�hx Wsii-scrppw�fng cantiier►ered trussea ffib DL LL D�Btf LN� Ftoof �6 it �5{�f 4t3 pst 246 pfi 640�fhi�Ffovr Vifaffe !h�r�rioor V�►ait ��i ��pst o psr �p�t �p�t Third Fioor�.eft 8 ft ZU psf 1tS0 psf i20 pif b't7t7 pif Th�rd Ftoo[RigRt 12 tt 20�sf 40 pst 240 lt 480 68Q p!! 1TZ0 p!t Second Eioo[lniait8 Secand Flaor Wai! 9 ft 10�sf 0 psf 90 ptf 0 pti Secv�d Flt�sx Left fi 4t 15 paf '440 Qsf 94 ptf 644 plf SecorKl Floar R4ghi 45 ft 15 psf 40 psf 225 4f 604 4t 1085 p!� 292{}}�!f �irst Flc�or Wa!!s First�loor wa!! s€t 10 pst Q p�st 90 p1f o p4t �175��€. 2Q2t? 1f Founda�ort w . 2 �� 'ocrr��cJ��a�-+� = ^ ° �!� -1�`(�F�l!'L,C., �{T f��,..��_ k l,S... -^� a �'�� I r _ ;-, � ��--�-- " ��--,�'�,, W � '�.��'x'� � „g,J? �. �� I!.��M t �,'�.y�,� .------- — -- -- -----__ .. - ;�.�-�.:.� -�I Pi c�. i�--r-G�2.�� r�J... ��• � �o.�Yi� � �- � �t� � ".��' t,� �'y�>>.�g� �. f-3S� � G=-?�� ,�. --�,f::,�-,• , ` 3a�� f�' �...,. .,, v� ��'"---- -- � `� 1v t►��G.�r� �`'�� `�:-_ ,~aaE- �ct.t.. � ! -r� ; 13zSp1.� , _ ` ` � � _.� L �cl`,�'� �,� ! ,�: 6� ;�',V y �-";t:y �, ,., !� ,�" :_,,.- � � � f S��,,.�• `��~ �,J� `�'G� `�-`� ��' ` ( r � 1 t�1�'sC':�" �l.1x:C.�, � 'r.� �t S( �_i�-ta � �•��:,� �'�<- �.,. '�(�s �j`�1��}..��..� � { j�'� ry,�} �'7� a �� ,T'ti,� ♦• N 1`'f�i� ,. �^i� �(.. _. ♦-� f � y„ .., ; �, " --•-"'"'_'_ , ... „. ' .. .M1 n r' S.e+. , � i l�.� ♦ L.. ' ��, R rl f c` ,., � ..� ��, /r�.TrL'iaG I.c��c1 ��.w�._ = T-� i��-i�� '�`4^ 1 -�;_ � �, �` � , � �..:�t� ' '� r, ?r- � _�^� :�, ':� :,�.. �Q.��`�u.� � �._�.,�ie ` � � t : :, �r ��'�� t, � � .._.�� a..,� V�,.l�,,�.� t.�.r ��i��ro,� 1��1.- *�„�1'ra►_'-�`�►Jta �'i��F°r '�'C°,c�.f..� -r��S �►-r� p�-�' . 1_.L_s 2920��"� w� �� z i, ��t ,.• 19.��-- a� 1-�' 2s� , P �s� 2 w-- �� FILENO. G��I—S SHEETNO. w'� � � MADE BY MS�T DATE 2-13-03 SA�EM,OREGON CLIENT MT KL�ST PROJECT 7�� .,,.- � � �oas-��►,sr�e sE � � Ye1m Assisted Livirtg Facility s�m,o��o�►sr3a2 cu�m: r�nc.wes� ,bn s o30��s �+� phorw:503-398-1399 ' nec: kISG Ctwcked: Dabe: 1J11f03 �� :•`��2� ��°^: Wntl Studs i roo4 Gva{oad ED[ G1YEElta, �AIC. -:,..I?s:aiAlt,P,.atnpRCte/.a ,..,. ..,,..... _,,,..,. ,.....,., ..„... ... >-.. _::... ,.:..,: ....,.. ,....,. ..,,.. ..,.,..,.:.. .. , ,,._ y�(�{��ry� 9 ft toad Combi�ations. A�oat(Ib) Bendinq(pin Moment(ft(b) giud spaeing 16 fi o/c 1) DI+LL+St 2786.6� 0.00 0.00 2) OL+I,L+W� 24dB.71 22.Od 223.1B kxiai Deed Load 830.000 ptf 3j DL+IL+SU2+WL 2G08.7f Z2.U4 Z23.tfi p�{�L� ggp.ppp p1{ 4} DL+{.,L+SL+Wl12 2787.69 11.02 111.56 A�dai Snwv Load 300•000 vtt waN con,pone#w�►,d�.oaa �s.sso �f ��Ki � dezd 0.004 pN 1106.667 tb tive 0.000 pif 1280.000 ib sria�w 0.000 plf 400.000 Ib wir�Q 22.a40 plf 22.040 ib �-Pcg�?ecbe� .:. ..... ;: , ..... ...:. .:. . _. . . .. .. . .. . . . CoWmn Size: Nominal: 2 x 6 A= 8.25 M"2 Aetual: 4.5 x 5.5 S= 7.'S6 in"a 1= 20.80 in"� Cd Cr CF Fy= 904 psi 1.33 7.15 1.30 S 790 psi F�= 4350 psi 1.33 1_14 1975 psi Fc�= 625 psi 1.33 1.10 914 psi E= i.60E+06 p5( lald= 19.6 <50 K�=0.3 c= 0.8 F�= 1245 pst F�e�1Kce'E3Kp►dY'� F`�s 19T5 psi F'�=F,'Co`CF U -' Fe��e� 0�630 � Ga° 4 519 Cp• 1�o�e� - ij't`Fet��ey - ��"e) "112 � Zc 2c c � FQ= t024 p6i F`e r^ �`e�C� d fiti= 17DCY ptt F'n=Fe`�"+n`�'+F�Cr � F*�t 1706 psi F"�= Fb`Cp'CF � F�JF"F= 0.729 7 � cp= os7a �p= �+��"'J - 1+(��'J - (��'J ^lr2 2c 2c c u P°= 980 Psi F`� F'`'�a J Fp= 1547 psi f''p= Fb:Cp`CF'Cr , ._.. .. . ,,.,, .,,. .. .,,,< . . „,.., .,,. ,,., , .,.. .... .,,..._. , ,;.� �:::';? .. ... :,;:�. �:::>::. . <.,i'�: ..�..._ ....:<::; .._.:: . ...:.�; .. -_... . ,.;,.. .. .:;>: , � ...:.:. .... ..:..... . Laed Comberatian: LC1 LC2 LC3 LG Auat= 2788.87 2408.7t 280@.7't 2737.89 ib !!Wr[ueat� 23222 223.t6 223.1fi 4l t SS ft Ib fa=Axiatlarea= 3g7.78 251.98 31621 339.11 psi fb•S2'(kometdfS� 368 36d 364 177 psi Itrtetaction= 0.446 0.340 0.361 0.246 (t�JF'�"2+(f�/(Fb(1-(f�F�))) d�fec�vrt� OA00 0.098 Q.098 QA49 in U 9999 1105 1105 2209 Rise Y= 9 1t Run X= Q R R� I A}Qral 0 s9 99 5Q th �. � tYP'� . Yelm Assis#ed Living Facitity ��r' " 1045-131h Sheet SE � sa�,,o�e�sr.ioz cu�t �.w�r .�� a;o�»-s � ■_i��` photie:503�399-1399 � : MSG Checked: Da�a: 2/11(03 � �� {�;5p3-3gg_g25g Description: Watl Studs J roof live load � li6lli $ EltS► [11tC. _ ,:,: ,;..... __..__ , _.... ,.:::. :;: . ,.;::: AQ�kQR1 PAtEt(i1��CF�.:::,.:: -:- _ _ « 9 ft :,` Load Combinations: Axialpb) Bendin9(Plt} Moment(ft lb) �Waq heiyht Stud sPac�n9 16 in dc 1) ��LL+SL 2759.33 0.00 0.00 z) p�+LL+WL, 2225.67 6.B7 57.50 Axi�Doad Losd 9a95.000 plf 3} DL+LL+SLlZ+Wi. ?d93.33 6.67 67.50 Axiaf Live Load 650,Q00 pIF 4) DL+�+SL+W� 2756.67 3.33 33.75 Rxial Snart Laad 400.000 Ptf Wafl Component Wins!Load S.U00 paf bor�diny ewal dead O.WO p!f 1353.333 Ib live 0.000 ptt 866.867 Ib st►cw 0.000 plf 533.333 !b wi� 8.667 p# 8.657 � , ........ >. 1Aate�a�I,Pr� :: ...::.. :; s ;.: ; .:: :::,:.. ,.;. :, _.. ... A Column Size: Nomirtal: 2 x 8 = 8.25 in"2 Attual: 1.5 x 5.5 S� 7.56 in"3 1= 20.80 in''' C.d Gr GF Fb� gpp p� i.33 1.15 1.30 1790 psi Fc_ y�� 1.3y y_y0 1975 psi Fc�� 625 ps� 1.33 1.i0 914 psi E= 1_6QE+06 psf �: 19.6 <50 K�= 0.3 c= 0.$ F�= 1245 psi Fc�' �`�1��''� �e: i�7$pst F`e=Fe'�o'� -� f�F'.� O.fi� �i r+v' 0.51J Ca= 1+(F�'� - 1'r{F�F`J - (��e) �`9r2 � 2� 2s z � �'a= 1U?d pSi �'e= �'e`Gv Q f'p= ��5{ �b` �b�vp��C'� � �`�� ')7�pSl F�c� Fb�CO Cf F�lF"�= 0.729 7 x CP= OS74 CR� �+tFe�'e� - �+�F�'J - �ccJF��3 "1!2 C� 2� 2� � � F�= 980 ps� F'� F'��Ca Fp� 1547 psi F'b` Fn`Co'GF�G� -: , 'Aririitys+ts ,>< _ ,., _ _ ,.. ,:::;. ;-.. Laad Carnbin�an. L�1 L.C2 Lt�3 LC� J�dal= �753.33 2226.87 2493.33 ?756.67 Ib Mome►�t� 229.44 67.50 67.50 33.75 ft Ib fa=A�dailarea= 333.74 268.90 302.22 534.14 psi fb'139wotnu�tfS= 9P,8 107 107 54�ai In6erac6o�= 0.437 0.146 0.166 0.147 �f��+(�d�e(�-��r�))) ��= O.ppO 0.030 0.030 0.015 in U 9999 3652 3652 7303 Rise Y= 9!t Rtm X= 0 R Rea�tions L�teral 0 30 30 151b Ll.�. � 1ST typ-INT Yelm Assisted Living Facility .��F,��`'"-�". 1045-1�h Street SE � ,�b; p3p111� �.__ Salem Oregon 97302 GienY. lNt.West ��+" 503-399-1399 �er: MSG Checked: Date: 2/11l03 �i��i�,r^ phone: �.✓ �� f�c:503-399-8259 Description: Wall Studs t roaf live bsd El� GIifE6it5► I11tC. ,, , ,.: ,._ , Mament(ft!b Ae3tl�!:P�t(�tP.fs ,.; ,>, ` Axia!(!b} 8end+n9(F�lf} ) ,:.:: Wali haight 9 ft Load Comb+riatia�: 0.00 �� 16 in ok 1) �+tL+SL 3093.33 0.00 71 p�+LL+yyL 256Fi.67 6.67 87.5U 6d0.W0 P�f 3j �+LL+SilL+Wt ?833.33 5.67 67.50 Arda(Lt�wa Load 12SO.00Q pi� 4) E}t+LL+SL+W�.� 3098.fi7 3.33 33.?5 luciaf Snaw Load 404.OQ0 pK Wafl Cort+Pon�t Vlrmd laas! 5.�0 P� � � drad O.OW p!F 853.333 !b live 0.000 ptf 1706.�7 lb Ssww 0.000 plf 533.333 14 winti S.SG7 pif @.567 ib _ _:.>.. __ ;:_::, »>: __ _. _. IMG70S�!a4 f't�<-;;: . :.::;; . :.: . . _;;: >.: Godumn Size: . . Nominal: 2 x 6 A= 8.25 in"z ►wival: 1.5 x 5.5 g• 7.56 in"' I� 20.80 in"x � C.r GF Fg s 80p pgi 1.33 1.i 5 1.30 1790 psi F�= 13�� 1.33 1.10 f975 psi Fcy�n 625 psi 1.33 1.10 314 (.s�t E= 1.0(SE+Q6�! te/d= 19.6 <50 K�=O.S c= 0.$ F�= 1245 P� F�� E��dY'� F+e= 1973 P� F'e=Fa`Co''�c -' p�"a° �.� 1+iF�"J ° (F�"'�) "9l2 °' 0.51� C'+v=1+��`� - � � �' 2� � a � F�= 90?4 pss ��= f'o`Ga !� Q �y= S�� Fsy= Fp R vp�`-'F R� F'c= 170$�i F c= Fc`�`� � 7 p Fe��= p,� Gp= ,�+(Fc�'c} . 1+{Fc�:} - �cE�s) "i!'1. U2G 2c c F�= 980 psl F'�a ��Ca -� � Fy= i 547 p5i Fp` Fh`Gp`C�`Cr _ _. �e+ysts .>;: < _ : _ �o�f Cambjn�foon LCi LC2 LC3 LCd Axtat a 3E193.33 ?`�'i.67 �533.35 3Et9Fi.6�tb Momettt� 257.7f� �7.5C3 67.SQ 33.75 ft!b {�=pbaVarea= 374.95 311.11 343.43 375.35 psi fbs 12`t�ama�fS= 409 1D/ 1�7 ��+ ��= 0.525 0.172 0.195 0.177 (f�lF�"2+��y!(�u�t-�f�JF�))) �= 0.000 t1A30 0.03(I O.OSS Sn U g9gg 3652 3652 7303 Rise Y= 9 ft Run X a Q ft Reacticu�s Lafera4 0 34 30 15 {b �/ ,� 2ND typ-�� ; � �'�tr�Assist�d �iving Facitity ,,.,_.._,,.��r,��----�.=-_..y 1045-13th Street SE Pr � : Job i 030111-5 _,� .-- r-_ Sa)em,Oregon 97302 Client �w� �.''j ■��'` phoree:503�399-1399 � ner. MSG Checked: Date: ?J11l03 f�c:503-399-8259 Description. Wait 5tuds 1 roof Nvp bad � biGYRTg�` $ 6r F�TC. ,.�.^'SigO R#�4�s .-_:;. . _ - _ _ ;;; .,,; ,:.:,, ;..: Wal1 heigM 8 ft Load Combinatior+s: �Ab) �a+�9El�? ��(ft ib) Stud sPacin9 18 iri ofc t) 4L+LL+S� 863.33 4.00 0.00 �j p(.+�►.+WL 326.67 fi.67 �•� �Dead Loed 240.000 ptE 3j DL+LL+SlJ2+WL 59:3.33 6.67 53.33 Axfal Live Lo� fl.000 ptf 4) DL-�LL+SL+WtJ2 858.67 3.33 '�6.87 igxiai Snaw Laad 4Q0.000 plf wa�co�c wma�a $.�� a;� � dead O.00Q P� 32Q.OW Ib five O.00Q plf 0.000 16 snow 0.000 pit 533.333 Ib wrind 6.867 p!f 6.667 Ib : �ter�(Propertl�4.. . , ... _ . : _:. _, .:>:;. .... Cotumn Size: Nomfnal: 2 x d A� �.2� in"t Aduai: 1.5 x 3.5 S� 3.06 n+"' 1 x 5.3fi irt"' Cd G CF Fa= 900 ps+ 1.33 1.35 1.50 2065 psi F�- �35p psi 1.33 1.25 2065 psi F�s �5 � f.33 1.i 5 95G Psi E= 1.50E+06 ps! le/d= 27.4 <50 K�= 0.3 �_ �-$ F�c �'3$�Sj FaEa \(�eE��/��Z U F+<a �� F"°` F�"�.D't`+F -' F�/F�s� Q.3p9 � fve o28s Cra �+ff�c�''J - 1�(F�"�? - (F�1F`J "tld �` 2� 2� L � F�= 599 psi F�= F'�'cn ¢ Fb= ?065 ps`i Fo= Fn`Cro`CF`Cr � F'�= 1785 psi F`c° fo�Co`CF F�JF',= 0.357 7 w Gp= 0.326 Ca� �+(Fcc�`o? - T+(Fcc�'c1 - (FcE�`c) "112 � 2� 2� � �. F�= 5$2 ps� F�a �"��ca J F''b� �7�Ff3� F'b'� �b�t%p�r'F i r'� ..:. . _._. -. -'- .-::;� ..__ ,..,:. <�� ._ ._. ._. . .::. . ,_.. . ._:, .. . .. .::_ -. . .:<.: .. ,....-.:. .. ..,-... .. -.:.. ::_ .. ...:. . -:: -;.: ....,-: . ...::. . . .:.. . ;....;:. .. �.-� - �11Y�ff1f �:...:. . .. . .. _ .. Laad CpmbinaAipn. LC1 LC2 lC3 LC4 Axiat= 853.33 326.87 59:i.33 856.67 {b AAorttertt= 71.11 53.33 53.33 28.67 ft Ib fa=A�asVatea= 1B2.54 82.22 113.02 1B3.17 Qsi fb=12`MorMrrttS= 279 2L79 209 104 pai irneraction= o.2s� o.�zs o.�eo o.�aa (f�/�'J"2+(fd(Fe(�-(f�JF�))) defiectlor+= 0.00(1 0.072 0.07? �.036 in U 9999 1340 1340 2680 Rise Y= 8 ft Run X= 0 ft Reactions Latera{ 0 27 27 131b �2�typ�lNT �/�I 1 �..=°-��r�--•y �oas-�sn,s��sE P� � � Yeim Assisted Living Facitity s�►,,o��s�3oa cua,t n�c.we�c .aba o3o�»s i�„✓ �:sos-3ss-�sss ' �: �asc cr,��a: o�: u�tros �-� �� :�oa�9s-ssss �� s►s�,��a�4►�� sn� cn �ss� �. s��. :,.. :,:,E�iQnP�u�ms:tsrn..:«.. _.:<.> _ , ., ;«:.: <:::.: ,,.,.. ,..,,,_ >;.;:-: ,-- ,.;.. .. Walt he�9ht 3 ft load Combircations, A�eai(tb) �endn�fA� Moment(ft tk) �y�� 12 in ok 1} DI+LL+St 4165.OQ 0.00 0.00 � �+Ll+VYL �52Q.00 S.OQ 50__63 AKiei Dead Losd 1235.Of)0 pif 33 C7L+LL+SLlZf WL 3845.00 5.fl0 Sf1.63 Axx�1 tivc Load 2284.Da6 plf 4)DL+LL+&L+WU2 4157.50 2.50 25.31 Axiad S�ow Load �.� pff WaR Compo�erk Wmd Load 5.Q00 ps! ��q a�tiat dead Q.000 g4S 1235.0�tb {'nre 0.000 ptf 228U.000 ib snow 0.000�f �0.000 �s wind S.OaQ pff 5.000 lb , , ,. ,, .. .. .. ... >;_. .. ,.1!1s0ertyl#.�; ... .::.::. , .:. , ,; Column Sixe; Nvminai: 2 x 6 A a 825 M"2 P,ctuai: 1.5 x 5.5 S C 7.58 in•� I a 20.80 Ip^t Cd Cr CF Fyc 900 pei 1.33 1.i5 i.30 17b0�i Fe= 13+'ap psi 1$3 1.10 1975 psi Fc�,y: 625 pai 1.33 1.'SO 914 psi E= 1.6C�E�06 P51 leld= 19.6 <50 Ko�= 0-3 �- �-8 F�g f245 Psi F�i (tC�'�(la/cg"2 F'�= l97S psl F'�a Fe`Co*� U -� F�F't= 0.630 � Cn= 0_5t9 Cp= f+(F�/F•� • 1+(Fx�'�1 - (F�� "1t2 a � 2c � J F'�- 1024 pe+ F'c= F�o�Cn a Fb= 1790 ps! Fb= Fb'Co'�'�r � F`�= 1708 psi F`cs ��"Go'� � Fc�v- �.T?9 7 x Gy= OS74 Cp= �+�Fas�r� - �+�rs�� - ��J "1!i U 2� 2� ° v Fsi p�= F'�'Cc V F�= � J f'p 4 ��7 QSt �b a �b�r+D�Cf�Cr . ,..: .:,. ..: .:::: . _., :.: .... . .:. :.... .-.:: ,<;... :>:; ..:.::` ... . �::: . .::�� :.:::z . ::;ii" ..:�..:: ... ... . -:: . . ,;r. .. .. .. i.�a c«�. �c� tca c.c3 �ca /u6at= 41@S.Oi) 35?A.DO 38A.5.UQ 4167.SQ ib Moment= 347.08 50.63 50.63 25.31 ft Ib fa a Axia�/erea= 504.85 42G.67 466.06 505.15 psi ��12"Moma►ffS� 561 80 80 d0 psi Irrteraction= 0.864 0.242 0.279 0.281 �df'�1"Z+(�d(fe(�-(i��))) deflection= 0.000 0.022 0.022 O.Oi i in U 9999 4869 4869 9738 Rise Y= 8 R Run X= 0 ft Reactiwu ��at Q 23 23 11 l6 1STtyp�IIYTWINC�Nd w , � y��,�r..�, 4'etm Assist�d L�ving Fac'ri+t�� ,.-r t 1045-13tfi street sE Pr ' : Salem.Oregai 87302 Clierrt: Mt We� Job#� 03Q111 S i�A-�' �� '°"e:sa�ss-�3ss � �e�: �nsc crradcea: o�ce: ti�Tros � fax:503399�5259 Description: WaA S4L�1 teo�1�2 l�od E �i&i7�SST &, i�TG . ;:.: ;;.:: ,.;-.:: �%?�►P...aE�r,� :..;; ;;. «.;.:.: ;:..> ,.::: YValt trefqht 9;ft load Gombinatioris. Ax+al(Ib) Bendny{pt� Mort+e�{ft lb) �5�� 16 in ek 1) QL+Lt+SL 3419.33 0.00 d.QO 2} DL+LL+WL 2559.33 6.67 97_'SO �aaf Gead Load 830.(k7�?p1f 3j L3L*LL*6{1Z*Vi/i. Z&36.&7 6.57 67.50 Pxr�i Live Load 1480.D04?p1f 4) DL+LL+SL+yyi.f2 3�476.67 3.33 33.75 Axial Snow Load �•� � Wafl Canponent Wind Load 5.000 psE �K7ii�y �1 dead O.fl00 pff 1106.667 {b tive d.DOD QN 7440.00a Ib ssww 0.000 Pif 866.667 Ib wtrlQ 6.667 pif 6.6�7 Ib ktabsr....Ptg�perhrca; .;:: »>: ::�:. .. ;... :. ;:::::..... ;>.... _ .::.. +af ;.:-: .. : :::: �lumn 5iz,e; Nominai: 2 x 6 A= 825 In"t Aclual: 1.5 x 5.5 S� 7.56 in'� I= 20.60 i�^< Ct3 Cr � F�e �p� 5.33 1.15 4.30 1740 p�i �`_ ��; ��3 1.tfl 1975 psi Fs�= gL5 p�i 1.33 1.1� 814 psi F= 1.60E+06 451 le/d= 19.6 <50 �= 0.3 �= 0-8 F�= 1�AS psi Fc�" (KoE��(��"� F`�= f9� pai F`�: Fb°Cb'Cf � F.fIF`�= 0.630 � �° o��s c:,= t+{F�`J - '1+(F'�"J - (F,�'d �"tn � y� ze c I � F'�= i0�4 pY.s �'a�` ��a�Gv .�t F';= 3 7SQ i�i F`n=Ft`�c i�F i CF �'r a �7Q$}�5j ��r= Fi:��D��F `� � F�"�= q_72g 7 r Gy= 9:574 CP° �+(F�`�} - �+�a�`� - �c�tF`� ^t� U Z� 20 � J F'o= 9Sfl psi F'�° F"o��P _2 '� F'y� 1$�7 � F"b�F6�CO��F�C'� . ..�. .... .. :::. _:, �. . . . . _.. _ �. �:::. ... . �:: :,<. . .... _.. .>:�> ..:. :.,:. ... ... .. . .;::> .. . -;:< ::.-. :.;., . ..... .,.�4 :::; -.,. �.:.�: ..... . .. ,,. ... .... � Loed CambinaGcsn: CC1 LC2 !C3 i-C4 A;aa�= 3d7333 2553.33 2�+.E7 3d9E.B7 ib N4om�tt= �84.44 67:�8 �7:�(.1 3�:7�R tb fa=A�iafea= 4t3.7d 369.49 362.02 41d.14 psi fb�11'�iorttenv�= 451 1G% 1�% 54 ps+ ��= 0.615 0.171 0.209 0.208 (f�JF'�"2*(fd(Fb('1-(f�IF�?)) d.3fleclian= 0.000 O.Q30 0.030 O.OtS in U 9999 3652 3652 7303 Rise Y= 8 it F2un X= Q ft RGieeiW9t �� Q gp 3p 15111 2N0 typ-INT W!{�GEND �.� � t� �� . _ Yetm,Rssisted Living Facitity .,..�"..---`. �'..%��,'^-"E . '''^`�� Job�F 030t11-S �i��ii� Sphone:503-389-t 399 � er: MSG �Checked: Date: 2I111�03 �-j ��F fax:503-399-8259 ��°^� �1'latt S�:d�i roa':"rra!aad = N6i 7�iS� liic� I�C. _ ..:�ipn.P.ara�t�rs ......,. __ .::: _ _ <.: ;.;; _.. ,:. ,,-. , ¢tt I��ad�mMttadotr�. Ax�ai(tb} �t�inB�tt? ►No(+�ent7t�p1 Wa►t t�eiqht �y�� 46 in o/e 1) QL+LL+� 4386 fi7 4.00 0.00 2) DL+LL+WL 526.67 8.67 53.33 whai Cjead Load 'sBU.UUU plf 3j [7L+LL+SL1f1+WL fi6Y�.W 6.6% 5:s.:s`s 4� DL+LL+BL+YYL'� 33°^..^"J' 3�3 2E.E7 ?.xia{Lsrs ta�i 4-� � ' Axiat Snow Laad ��Pff Wa44 Cots+ponertt Wind toad 5,000 Psf c`iutsd"inQ asi+zl dead 4.�04 p!f 520.(l4.^. 1� tive O.00Q Ptf 0.000 tb Sno�w 0.006 Qtt 86H.66T 4b wihd H.887 pff 8.667 ib ,_::>. >..: _.. ;- .. ::.... JJf.i#+�c. .;fat��!';,..>: ,_:::: . �xi Ga(umn 8ize; Nartirrtat: 2 x 4 A 5 5.25 in"z q�; 4.5 x 3-5 S= 3,�6}^"� l� 5.36 in"4 Cd Gs CF F�a gp0 pai ;.33 S.15 S.SC 2:JF.5 p"� F�= 4'350 fi,�i t',� 1.15 2355 P'.� �� 5 p� 1.33 'l.t5 B56�ei F= 1_H17Ft(JFi'p.tf leiQ= 27.4 <50 �= U-3 �- �-$ F�: 636 psi F�= (�`�(«�"2 F'�a �Q� �e��e�`�� -1 F�/F�e` 4.301 � Q.zss cP= 1+(��'J - �*t��"�1 - (�,�� n m Gp= m 2� 2c � 1 � � F`�= 5�b i �SSi Fo= �e�r'D q Fp� ��.�i� �D' Fb`Ci0 t CiF�Cr F":= 1755 gei F`�= F;`G�'CG � F�F'�= �.357 7 N c�= �J.32& ��= �+t�.�'J - t T+(��`J - (��`E► ��rz C� 2� 20 ° v �'c= �.L PST �`c-��c�C'P J F''p� t7�rJ FTST f'b a fb�r'o�r'F• 'r'� �� '" <-':;" _ _ ;:: _ __ __ __ Load Comoinat�: LC9 LC2 Lc:3 Lc:4 /�r.ial= 733@.S7 528.9: 980.0.rs 13St}.00 !b M�menf= t 15.56 53.33 =3.33 2&.57 R�h fa=Axial/area= 264.t3 tOQ�2 182.86 264.76 psi fD�1[xivfomel�f/�� .3 '1i"1s � iC1d psi hKeraction= 0.639 o.�as o.zss o.sa� (��'J"2+(�d(Fe(�-t��))) d��:a�= 0.� .^..u72 a.Q72 C.J.:S ;r, U 9999 1340 1340 2680 R��= 8 R Run X= 0 R R^a:�a^» ��sa{ Q 27 27 t3 f6 3R�typ-MlT WIMGENO l f�.I. � ,----�-�r--A�^��; �aas-��sr,s��t se P� � . Yetrrt Assisted Living Facitity . s�,,or�or,sr3o2 ci�t: n+n.wesc .�� 030111 S �•i��i�� phona;503398-t 399 Desi nar. MSG CRwckad: Data; 21t tl03 �•�' ��'� fau•503�399�6255 Oescription. ::'�;,'��:�;.,,,,-�.!:e:�d � � S ��iedSSi«r ��11i+'� i • � ?�+li�Fs'it�+c}c�s ..,..:.:. _ _ ,.. :,, ,. ::. -: __ ....._. ,:: ; ;: ;:. . ` W�It hgiQht 9 fi Load Comh�na4ons; AYUiftbl Sendna(oMl It!Somentlit(bl Stud spating 16 in dc 4)DL+ti►.+� 4466.67 0.00 U.00 2) DL+LL+WL 4t73.33 6.67 87.58 %lufa!t3c9d Load tf45.t%K7 pFf :Sj t)L+L(.+.y"l.%'liflllt 4'1%:5.3:3 fi.fi% 4i%.5U ��wn rv�n �� ''�.iy.°iiyisu's �i;v w ✓,w .�i✓;.ri nwiari u've i.vau .vw yii / � . R%i'dI SROW LOalt O.00Q OIt Wa44 Gamponer�t Wind to�d 5•�F� �,�;�+� aziai d:a� �J!� F;� „2�w? !� tirve Q.00Q otf 3Qdt1.00Q tb snow 0.000 pN O.U00 tb wir�C 6.657 ptf 5.687 ib ,�,�+a�F;stpatta#� .>... :-; : _. ,:. _ _ ; _. ... _. .r.,,.^'.:::r.r.:�s: Nominat: 2 x 6 A= 8.25 tn"� Acltial: 1.5 x 5.5 S= 7.56 tn"� l= 20.80 ia^` Gci Gr � �33 : �5 :..'� ;:°.^, Nm F�- wC �e; . . ,�,cn !v3 '._'.u 3875 Y..; �_ .�.��.�: ��A�y� .�,� ��.�, �.'�.n, P,��: �i _ F= t.F�F+(Jfi ngi feJd= 19.6 <50 �= Q.3 �_ �-$ f��_ �7,4.ri ps[ F�_ (Kc��E��"2 F'�� 1975 pst F'e a F�'�%o'L'v � -+ F�lF`<< 0 630 � C,p� d.51S Cn,= 1+(F�'�! - �+(��`�1 - �� "112 m 2c 2� � � J + FQ� 1U1�1 psi r�eE r e`'�v � l �a= 1 i4ii1 psi r�o= �b �-�� +�.x �.f�A4 �: ��a F�x(��`�� g � F�,JF'z= n a�u 7 T u � j'..,= 11�7 C'�c T+{FY�`�� - I 1+fF.�`�1 _ lF��F`� AT� �,� j 2c • 2c � �t � F�= 931 psi F'o=F'�y Cn � i � F'b� '}3�� 'b� �6�Cip�`riF�C'r :... . ::. . ..::. �:: -. _..�: - _. ... .: .._.. :::. ;;.._ . -.:.�. �::. .;;.; ._ ..�. .. ._ ... . . .;.;�, .�::. . :,. .. .. ... -,. ::. . . ,:. ..:: . . .:�i4` :�;. ._, ::: ,::. .,,, .. . Laed Cpmbi�apon LC1 LC2 LC3 LG4 ,wa1= 4i8E.�i3 4173.�:i d173.33 d`i7u.uc� ib NSQm�t= �4?.�� 7.54 67,5� ��,75 Rtb fa=Aidalfasea= 505:Q5 fi05.86 505.86 505.45 psi ft=1�"iViomerivs� 5oi i�i 1U7 �4 psi InteracGon= 0.983 0.345 0.345 0.294 (fol�'J"2+(f�1�Fn�1-(f�Fe�))) �iaii.+cti�r= O.00fi O.Q3Ci 0.030 �r.0i5 ir U 9999 3b52 3652 7303 Rise`l- g R Run X= 0 R °�e2ior,s Laferaf Q 3Q 3Q 15 (h W • � � 1ST typ-INT WMIGEND(2) Yelm Assisted Living Facitity r-,°"�/°�'.,�`_'�''" •�" 'a 1045-13th Street SE Pr " : Job t� Q3Q111-S � Sa1em,Oregon 973Q2 CIieM: �.�� if� phone:503399-1399 Desi ner: MSG Ct►ecked: Date: 2111l03 �� +` fax:503-399-8259 aesc►iption: VL'::!S��a 1 s�l:;s l7a� � Ilf4illi � l`sTCSr IIIfiC. �;��,`�.':..:`�..,,± .;.>, _ >:- <. ;: ; _< ,:: ,,.: ;; »;; �Jtl�p he1Qh� 9 R L4ad�pmbi�Lons; Ax�lf(bl @endul�glf} Mo�ngf!��4} Sh7d SPBClflQ � 16 tfl O/C 1) DL{LL+S� 2ff26.67 0.00 0.00 2) DL+I.L+VYL 2(J33.33 8.6T fi7.50 wciai liead Load 44t3.tryiCiyti� pii :ij Ci�+ii+Sut+YdL ZUSS.3:i 6.67 Ei7.5� A 11:.... ��.tNV F!(� �� V�tii��Y9�Lw �Vj:�i J.�� v�.J� .-.xa��.�Lva:. Axiat Snow Laad �� °ff WaA Gomponent 4Y'ind Load 5.OQ4 P� �niiisy 8i(ial dvy�' �.^�'J'�' �M �.�? !� �� Q,pdt1 utf t440.000 fb srww O.U�O pN 0.000 tb witrd 6.667 ptf 8.887 Ib ;;,:: ,,... :.;:.. >. . R�.i�sce�t'c�rf�s > ; �-s4�.^.t,^,��: Nominai: 2 x B A= 8.25 fi"2 Ackra{: 1.5 x 5.5 5= 7.56 in"s �m �.�fR'�4 � �{ t'iF� p/� C_� �!� .y: l..�i� �.i✓ i.l✓ i)G'J �.i� ;� '... FL� � �y.� � �A �¢�S�;si .?54 r�i F�� 1.1� o�� Yv: ., �>, F= 1�C;F+C1S �s.cl le/d= 19.6 �50 K�= 0.3 c= �.8 F�E= 1245 psi ��_ �4e"EN��"2 � F'a= 1575 psi F'�" Fe`Go`� -' F�IF"�° 0.630 �� CP= 0.519 CQ= 1+(F��e} - 1+(F�lF•�} . (F�/F'� "ff2 m 2� 2c � � � � !="�g tU14{�i �"�c� ��es�''P � � �"»= i`I kt�i�isi �n= Fa'tz'�-i+r 1i c*�s ,Tac �.; F`=a Gi'�r,�`�� 1 c'� = n.g?� ? -cc• c ['_c T+�_�IF"�t �1+lF'�/F�1 _ fF;.JF`.1 F'Il7 a C'�e n�7 F: cc� - �-------- _'`—=� '� � ZC `t LC � i U.� � p�_ ¢31 psp Fc`-F`c'C'o � � Fy s t�s QSi �b z �b�Cip�CiF�Cr _;�� ;�:�; . ��)<. .. ... ":.. J-�:�: .. .. _. .._ _. _.. ... ... �pad Comp�RBGwt, LC i LC2 LC3 LC4 nrciat= NLFi.G!' 2u33.a;� Zv;�.3.:x3 2�:w.vi�io r�N..o.,±s ��u� ��sn g�:n za,�ff�, fa=AxiaUarea= 245.66 246.46 246.4� 246.06 psi fG=11`IVlam¢r�tl3� 1ti23 'iUJ 1U% � p� tp(qfdC,tjp�= 0.31 B 0.133 0.133 0.095 �fe��1"Z+(fu��e��-�fcff e�))) denaco�,r�= u.+-�u0 u.i+3Ci u.uw G.Gi 5 in V ggg9 3652 3652 7303 R��s 9 ft RunX= �R �4Scubn's I��f A y} �(7 SF IF 1 2tuo typ-lNt�lYU�IGEt�tO(2) V v � (2. f'°��'.'?Y,��-"• �oas-�sa,sa�se : Yeim Assisted Living Facility � Salem Oregon97302 Clferrt: MtWest Job# 030111-5 � Phone:50:3-399-1389 ' ner. MSG Chacked: DaBe: 2/11l03 �j �� fax:5�i�99-8259 �ri�� WeH Studs i roo#live bed El( GI1iEEitS► Y�� - .,,,�n,P.at,9metu�,...;,. , . . .:«. •,.:- .... ,,,..:,. ...;.,..< .,,.: .:.:,, ,,:: ;,....,,.::..: ,...,.< ....,.,., Wall heiQht 9 ft Load Combinations: Axial(Fb) Bendinfl(PI� Moment(ft tb) Stud spaeing 12 in ok 1) DL+Ll+sl 4205.00 0.00 4.00 � U��Ll�WI 33.'�5'.OQ 5.00 SO.S3 Axial Dead Loed 1250.OW ptf 3) i]L+LL�SLIa+WL 3872.50 5.00 5p-63 A�a!tare L4ad 22gp.qpp ptf 4) DL+�„�+SL+yy�/2 4207.50 2.54 25.31 fvdal 5now Load 675.000 plf We41 Component Wind Load 5-OC10 P� �� w�i clead �.Q40 pif 1250.000 Ib frve Q.00D PH 2280.000 ib s�aw 0.40Q Fif 675.000 Ib wuid 5.000 Pif 5.000 fb ,� .. ;:,::,. . .:. „ „ ..._ ...- ,;:: ,. .. ,, _ ..:._ ,::bA�Lec+7�l;g�. . ... _ ::_. . _... ::. . Cdumn Siza: Nomirml: 2 x 6 A� 8.25 in"� HcWai: 1.5 x 5.5 g= 7.56 in^s 4= 20.8U�"� Cd Cr GF Fy= gpp psi 1.33 1.15 1.30 1790 psi F�_ �� 1.33 1.10 1975 psi Fs�„�= 625 psi 1.33 1.10 814 psi E= 1.60E4DB psi le/d= 19.6 �5� KoE_ �-3 C= 0.8 F�� 1245 Qsi F�° (!C�`EK(k/d1''2 ��s 1575 psi F`�= Fh'Ca'C� � � F�IF`�= 0.630 ro CP: 0.519 Cro' 1+(F�IF�J - 7+(F�F��? - (F�JF"J "1/2 m zC z° ` „Uj Fe= 70Z4 pst F'o�F�c�Cv ¢ FD= 1790 P� F'e=Fa`�'ro��'Cr r`A F��_ ��pSl F`c a Fb CD w�F . F�JF"�= 0_729 � w Cy= OSTd Cp= 1+(FeElF'�} . 1+(��E/F`e} - �Fc�`J "1P2 � 2t 2c � F�= �psi F�° F"�`Co � Fb� 1547 psi F'b' �o`Co"CF�CT ,.:. , _ ..,�6 _,._ _ ._... �.�_ ::..:::. ..._ .-.:;: .. .:: . -;r;r . _. Load Gartd�irn6on; LCt lC2 lC3 tCtl A�ciaf= 42Q5.00 3535.00 3872.50 4207.50!b MQment= 350A2 50,63 50.63 25.31 ft Ib fa¢F�daMarea= 548.70 428.48 469.� 510.db psi fb�t 2"AAom�ntJS� 55(i SA 80 4�0 Psi tr�6errction= o.S�s o.2as o.zsz o.zSS (t�'J"z+(fd�b(�-(f�e�))) dst3actlon- O.D00 OA22 0.022 OA1 t fn U 9999 4869 4869 9738 Rise Y s 9 R Run X= 0 ft R�oas t�teral 0 23 23 11 ib 1STtyQ-INTF.H � �� --�- .-° -�•, 1a45-13tfi Street SE � � Yelm Assisted Living Facitity ./ .� ,`=�''�.�� ' .wb# oso�»s salan�oregon s79oz cuer,t Allt.west i��;/" phone:503399-1399 ' �er: AASG Chec�ced: Date: 2/11/03 �-r �� fax:503-399-8259 DesctiPfion: Wali Studs i roof Iive bad EDfGi ]QESRS� 1a11G . .:..-.,. ,,._.. .:_:.-:.. ...::.>..:.:., t?.�t�n P,prnznet�r�.,,,.:.. .." ,,,. ,..,,. ,, . .,-.. , ,.,. ,,,.:.,_ , ..,,, ,,._, .. ,:.,. , . Bendi Momen ft ib Waii height 9 ft Load Combinations. ��) n8�� u ) Stud apucing 16 in o!e 1) QL+tL+SL 3A96.67 O.W 0.04 2) DL+LL+WL 2573.33 6.67 87.30 A�ciet Dead Laed 845.a0(t PN 3) DL+LLt5U2+WL 3023.33 6.67 &7.5(7 Axisl tivt Load SO80.000 plf 4) Di+LL+SL�WU2 3470.00 3.33 33.75 �aai s►ww�oaa s�s.o�o vir wsn compo„�rn w�a toaa 5-�� dead O.qpp plF 1126.667 !b Y'rve 0.000 plt 1440.00�!b w�ow O.Q00 DK 904.Q00 fb wind B.667 pif 6.867 Ib ::. :�LBl1a1,P[�tbeb_.;:...:: ,: :. .;: .;: ; : : _: .... .. . . Golumn S¢e: Nominal: 2 x 6 A: 8.25 tn^x q��: 1,5 x 5.5 S� 7.56+r+"' I= 20.80 tn"a Cq Cr GF Fy= gpp psi 1.33 1.15 1.30 1790 psi �a_ � r� P� �_33 1.f 0 1975 psi Fcy�y a 625 psi 1.33 1.10 S14 psi E_ !_6DEfi06 psi IeJd= 19.6 <50 IC�e= 0.3 c= 0.8 f�E= 12A� pni F�= (K�'E}!(1e/d�"2 F`G= 1975 psi F`�a Fn`�o`�v J FeE/F`e= O.q6 � Ca' 6.519 CP= 1+(F�/F'� - 1�(F�c1�"J - (f��) "112 m Z� 2� ° J F�= 1Q24 pei Fo= F�e�Ga ¢ F6= i 790 p6! F'n= FB"Go"CF`C'r F`c� 1708 psi F`c° Fb�CD�cF � F�lF•�= o.rza � x CFe 0.574 CP= t+(F�/F'J . 1+tFct�r) - �ct-/F`�j "1/2 � 2c 2� � � F�= ��i Fc= F'�*Cp Fb� 1547 psi F'o= Fb�Co f CF"Cr , , ,,: >,. _.. : .. . _ � ......,:�-.... ;r: . . . . ... .. -:, .. � .::�.'.::.. ... ::: . . ..: . ... .�.:�.=: . ....:., ....��. _ __ ... ._. :;� ..-.!s:: ..;,..:. ... .... I.aad Com�on. LC1 tC2 LC3 LC4 Axia!- 3486.57 2573.33 3023.33 3470.00 1b Momertt� 288.89 87.54 6T.50 33.75 ft tb fa=AdaUerea= A20.20 311.92 366 A6 420.61 psi {b��2*�Qfltlfl�a �.� �07 10� ��S'1 I�ac�ion= 0.631 o.��s os�s o.2�a (fdF'J^z+(fd(�nt�-(f��))) Qe��lor�= 0.000 OA30 0.030 OA15!n U 9999 3652 3652 7303 Rise Y s 9 R Run X= �R Reatition3 Lataral 0 3d 3Q 1516 ( 2Nb typdNT F-H ' I W• ��f Yetm Assisted Living Facility "°":f' 1045-73th Sheet SE Pr ' . ...�. s �� W� ,1ob1F 0301115 Satem,Oregon 97302 G� p�: y11103 ��i�;.'� phone:5D3399-1399 Desi af MSG Chxkad: �'` �� fau:503-�9-8259 ��fP�� Wati SLuds!reof live!o� ELf GIYSERS, IDifC. _.:::. > >:,: , ,.:::. ,::.,:..:-:: .Ae.ai�,�arAi;�t�ra ,. ,,. ,.::. _. .,.:;: ,:,..; W��M 8 ft Load Combinations: /Uda1Qb) Ben�n@(Qlf} Momentfft!b) �� ' 18 ih o(e 1) DL+IL+SL 4440.fl0 0.00 0.00 2} DL+LL+WL 546.61 6.67 53.33 kxial t7ead Load 405.t70'u pit 3) iK+lifSLR+iNL 866.fi7 6.67 53.3a Axi;:!Liae Load 0.400 Fif 4) DL+LL+Sl,+WL� 1443.33 3.33 26.67 Axiai Snow Laad �•� � WaN Compone�rt Wind lced 5.U00 Psi �j� axia! dea� O.UtlO plf 540.000 Ib tive 0.000 Plt 0.0�0 tb �oiw O.b00 ftlt 900.000 16 ,Mnd g.eg7 pff 6.667 Ib , z::::itaa�aixai;Ptogeri�c:;: :.. .:. ::...; ,.. <.. _,.:: :... _::.. .: ;... . ._ . ... Column Size: Namirraf: 2 x 4 A� 5.25 In^z Actual: 1.5 x 3.8 g� 3.08�n"� ►= 5.36 i�"a Cd Cr CF FG= gpp ps� 1.33 1.15 7.50 2065 ps+ F�- 135p psi 1.33 1.15 2065 psi Fc�p: 625 psi 1.33 1.15 856 Psi E= 1.60E+06 psi teJd= 27.4 <50 K�e= 0.3 c= 0.8 F�_ `�p6i FcE a (�cE•E��"2 .- F`�= 2085 Dsi F`�` F�`Cfl`CF -' p�F"�• 0.309 � Cro= 0.296 Cn° 1+(F�"�l - �{tF�'J - t��'J "112 m Z� ZO � J F�a= �� fJBi Fe= �e C'P ¢ F6- 2p65 psi F'b= F6`C�'�"G F't= 17$5 psi F'c= �n�Cv`CF � Fce''F'�= 0.357 � p cp= o.s2s r�= �+��_� . �+{F�c�`J - (F�"J ^�rz � Z0 20 ` F'�= 562 psi F'o°�`�`Co 'J Fy s �7gJ p51 Fb' Fb�CD�CF�Cr . . .: � �,:� �. . ...;!.:: .. ....::- :,;�:...: .. ,.y: . ._. .. _. .._. ... _ . .., ..:.: ..::.: _...,,.. -- .. ::, _. ... ,..:.�:: .. . ., ..;:;. . . . ...�. �,...:, ... . .:� ..,,..: Load CambitYaLan LCt Lca �cs �.ca Axia1= 9440_00 546.67 999.87 7t{43.33 1b Moment= 77A.W 53,33 53.33 26.67 RIb ta=qxiaVaroa= 274.29 104.13 t89.84 274.92 psi fb=12*i�AomrttiH3� 470 209 2t39 104 pai l�actio�= 0.684 0.152 0.247 0.306 (f,,JF'J"2+(fyi(Fb(1-(f�tF��))) d�lecnat�= D.D00 0.072 0.072 0.038 it� U 9999 1340 1340 2680 R��= 8� Ru�X= 0 R ft4actions Lateral 0 27 27 131b 3R�typ�IN'f F-li 1_ ' �- Vv- t�7 YELRA Assisted Living Facility %��,.''��_�., 1045-13th Street SE P� � Job# 030111-S ' -/�, Salem,Oregon 97302 qierrt: Mln West �: 2/3/03 ��i+��`` pho�e:503-399-1399 ' ner: MSG Checked: �s� ��% fax:503-399-8259 ��P� W1Np and SEISMIC DESIGN LOADS E ��I7dE� A5, INC. Code: 1997 Uniform Buiirding Code, Section 1632 Desis�n Criteria: Wind l.Qads Wind Speed $0 mph Exposure � P=CeCqqslw Reference qs- 16.4 psf Table 16-� �W= �.p Table 16-K Roof Wa� Enclosed Structure Enctosed Structure Cq� 0.3 windward Tabie 16-H Cq= 0.8 windv�rard 7abie 16-H Cq= 0.7 leeward Table 16-H Cq= 0.5 leeward Table 16-H Ht Ce P wind P lee P tOtal Ht Ce P Wf�d P lee P botal 0-15 0.62 3.05 7.12 10.97 0-15 0.62 8.13 5.08 13.22 15-20 O.G7 3.30 7.69 10.99 15-20 0.67 8.79 5.49 14.28 20-25 0.72 3.54 8.27 11.81 20-25 0.72 9.45 5.90 15.35 25-30 0.76 3.74 8.72 12.46 25-30 0.76 9,97 623 16.20 30-40 0.84 4.13 9.64 13.78 30-40 0.84 11.02 6.89 17.91 Seismic Desi�r► Zone 3 Soil Sd Ip= 1.0 Table 16-K Ca= 0.36 Cv= �.54 R= 5.5 Y= Ct*(hn)^.75 Ct= 0.020 hn= 37 ft T= 0.300 .�._ V min= .11'Ca*I'W= V min= 0.040 Wp V max= Cv"U(R"T'}Wp= V max= 0.327 Wp V= 2.5•Ca"IIR Wp= V= 0.164 W wind L , i �1�iu VE�'--t1u�,C.�-E-i:u1S?�a(JUTIOti1 -- �� A � ��.� Y �-�� - �1x.�.►bs� hXC�� l X�,x �,�_�� -�F ts 13(�O ��`150 2q 5`131�SU .�o� -�}�e� 2� II�3o 2l.�8� 21 5ld�caoc� .35� G��,.l� 2a 1�.�.��0 ��oo I O.S � �1�d k ��Q� . -�?{� 1 S�!8� I•.ocx�.� . c.7��C.71�" � 1 I �O F IS `t 1 O O 101�,.�'x� 2► � 223C��o •8-1� S�r10 20 152.�� .�c ►0,.� ! �2SV � . 12� 13'�04 o ZSSCo�SO 1,o� ✓ ��o� c. �ooF f �5 �i3�S ! 1cXv� 2`� � 3r1_.�l2� ) -�03 �e� i 2.� -�3�5' l�� 2! � 3�►`i soo ; .3a9 -rH , � r- cr��►� � 2.0 -1G►o � ►5�1� I o,S � i Cdo I I oa = .2D 9 � . � ' E -�c�-j�,� ; �.o —p� G�vt� +=o�T - �- 1=:ti.�� - ��0-1 �Loo3� .(l�'* ) - 2.C..�Cp �,�� ::�.� c. I• � �'.�(�O �,�c. A -t�-�t��r� � .�1 �c�3�,1t.�i� = 2.��S� �� i �) �G�. �C.D�.Ir] .. .2D-1 1L�0�� = � •�-c�J�:+� �•` � �'�� ,,G, '� '��a� = .�� 3`l000 !I�_ _ I .9�� -� I,�) (��oo ) �c. � �ri.o � �12.� (��toxa .�!�i j _ = I, ��5�� I..} C �sas� '' � Q�� _S L.2 FILE NO. SHEET NO. i I I / MADE BY �� DATE � `+ �O� CLIENT M� "'�°'�� SAIEM,OREGON `,��M PROJECT 1 � � �. �o F s .�03 �Ic�3'��)(,,u�� = 2 .(��,�� I.� �3�5� c�L "�-�1� y .�-1 ��,�z.✓ ,��/ � ? .c�'J��`_:.r T L �"13�1 ) 5��. L s�p►J r� = . 209 ��I Ga3�X,l U� ) Z i.2�9 �s� �.�1 C`�G�o� S�.Ttor� A, l�i�N �r - M�erJ = 3�� -rov.l�= 3'� ` M�t�d r Z��' -To�l 2= 2� °- � , �S q To� I � J o�° �,v,� �'_c�o� M�� ' �J�� TDY�t"�'J � 2-P�? M�r� = 2,�}�' T�.l �. � zi °' �D� I r 'a G, ►•�I E1� = I�� Jeu = 3Ci��-�(i� �,) t �.sC9�-�,-�.�a� = iss�1� \ � �•I?.ra = ?J�`�`� ttl�.�a�+ S(°I.�.+�,�� + �I.25�g�9 ��•89� � �90 PI �f'.1.. = S�►3.-1��-t- �`j.ICo(9,°►°l�'Co.B°!�) + -S(9.�S+Lo.S�� = 1��f� � 3L„r "1 J�9.��'��.�� .2JC V•�1� t'fl.��`, _ ��J �) i �•� - e 1�v�8.`lg +(v�� + l0�8-(?j- -t(�,•a�� 7 1�P2 (��- �%1cL ��1Jo`-,`Ji='t.: - �� ( C�'j•�C1�"F��C c.� ��j / V��I 1' Kl I►.1C.�J:'�F°..� Of�t y( c:_`1.i�:�;J�J�".� �' � �J�I ��-✓ SHEETNO. �- • �, FILE NO. � NI.��' DATE� . �T-(..�� MADE BY CUENT MT W�T SALEM,OREGON PROJECT ��+`M ��'� YELM Assisted Living Facility w��` 1045-13th Street SE Pro ect: Job# 030111-S ww� Salem,Oregon 97302 Client: Mt West �7��Y� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�� ■�r fax:503399-8259 Description: SHEARWALL DESIGN E NGI NEE RS. INC. Shearvvall Grid A 3rd Floor Between Grids A-AJ Distance Between Grids 24 ft 0 ft Building Width 44 ft 0 ft Length of Walls Wall Height h= 13 ft 0 ft 11= 3J5 ft �2= 3.75 ft 13= 2.50 ft unit unit total 14= 2.50 ft Wind Load 155 pl( 0 plf 3720 Ib Total(L)= 12.50 ft Seismic Load 2.656 psf 0.000 psf 2805 Ib Shear(V=1l2 Max W,E) 1860 Ib Unit Shear(v=V!L) v= 149 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 � v= 149 plf 149 pif 149 plf 149 plf �= 3.8 ft 3.8 ft 2.5 ft 2.5 ft h= 13ft 13ft 13ft 13ft Mot= 7254 ft Ib 7254 ft Ib 4836 ft Ib 4836 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 6ft 6ft 6k Mr= 1031 ft Ib 1031 ft Ib 458 ft Ib 458 ft Ib OT=Mot-Mr= 6223 ft Ib 6223 ft Ib 4378 ft Ib 4378 ft Ib HD=OT/I= 1659 Ib�1659 Ib� 1751 Ib 1751 Ib e S �tiO/ 2nd Floor � Between Grids A'A.� 0 Distance Between Grids 24 ft 0 ft Buiiding Width 44 ft 0 ft Length of Walis Wall Height h= 10 ft 0 ft 11= 3.75 ft 12= 3.75 ft 13= 2.50 ft unit unit total TOTAL 14= 2.50 ft Wind Load 190 plf 0 plf 4560 Ib 8280 Ib Total(L)= 12.50 ft Seismic Load 2.567 psf 0.000 psf 2711 Ib 5515 Ib Shear(V=1/2 Max W,E) 2280 Ib 4140 Ib Unit Shear(v=V/L) �_ �82 P�f walll wall2 watl3 wall4 Motl Svlhr 331 p�f O 331 plf O 331 plf/�,331 plf/t »� � p� v3= 149 plf 149 plf 149 plf 149 pif 1= 3.8ft 3.8fl 2.5ft 2.Sft h2+h3= 23 ft 23 ft 23 ft 23 ft Mot= 12834 ft Ib 12834 k Ib 8556 ft Ib 8556 ft Ib v2= 182 plf 182 plf 182 plf 182 plf 1= 3.8ft 3.8ft 2.5ft 2.5ft h2= 10ft tOft 10ft 10ft Mot= 6840 ft Ib 6840 ft Ib 4560 ft Ib 4560 ft Ib Mot= 19674 ft Ib 19674 ft Ib 13116 ft Ib 13116 ft Ib Mr=[dl(trib)]I^2l3 dir= 15 psf 15 psf 15 psf 15 psf trib= 6fi 6ft 6ft 6ft 90 plf 90 plf 90 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf BO plf wall dl= 10 psF 10 psf 10 psf 10 psf trib= 23 ft 23 H 23 ft 23 ft 230 plf 230 pif 230 pif 230 plf sum dl(trib)= 400 plf 400 plf 400 plf 400 pif Mr= 1875 ft Ib 7875 ft Ib 833 ft Ib 833 ft Ib OT=Mot-Mr= 17799 ft Ib 17799 ft�b 12283 ft ib 12283 k Ib HD=OT/i= 4746 Ib 4746 Ib 4913 Ib 4913 ib� �� V � l� � Shearwall Grid A YELM Assisted Living Facility ,� �'—` 1045-13th Street SE Pro'ect: Job# 030111-S ��=�w� Salem,Oregon 97302 Client: Mt West Date: 2/5/03 �.i�r�-�� phone:503-399-1399 Desi ner: MSG Checked: r�� rr- fax:503-399-8259 Description: SNEARWALL DESIGN ENIiINEERS, INC. Shearvvall Grid A 1st Floor Between Grids A-A.7 0 Dista�ce Between Grids 24 h o ft Building Width 44 ft 0 ft Length of Walis Wall Height h= to ft 10 ft 11= 4.83 ft �2= 4.83 ft 13= 2.50 ft unit unit total TOTAI 14= 2.50 ft Wind Load 162 plf 0 plf 3888 Ib 12168!b Total(L)= 14.66 ft Seismic Load 1.285 psf 0.000 psf 1357 Ib 6872 Ib Shear(V=1!2 Max W,E) 1944 tb 6084 Ib Unit Shear(v=V!L) v= 133 plf wall 1 wall 2 wali 3 wall 4 Wall Shear 464 plf /\ 464 plf</� 464 plf�\464 plf� Mot=vlh `�� G, C� �. v3= 149 pif 149 pif 149 plf 149 plf I= 3.8 ft 3.8 ft 2.5 ft 2.5 ft h1+h2+h3= 33 ft 33 ft 33 ft 33 ft Mot= 18414 ft Ib 18414 ft Ib 12276 ft Ib 12276 ft Ib v2= 182 plf 182 plf 182 pif 182 plf I= 3.8 ft 3.8 ft 2.5 ft 2.5 ft n2= 2o h 2o n 2o n zo n Mot= 13680 ft Ib 13680 H Ib 9120 ft Ib 9120 ft Ib v1= 133 plf 133 plf 133 plf 133 plf I= 4.8 ft 4.8 ft 2.5 ft 2.5 ft h1= 10ft 10ft 10ft 10ft Mot= 6405 fl Ib 6405 ft Ib 3315 ft Ib 3315 ft Ib Mot= 38499 ft Ib 38499 ft Ib 24711 ft Ib 24711 ft Ib Mr=(dl(trib)jl^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 6 psf 6 psf 6 psf 90 pif 90 plf 90 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf lrib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 33 ft 33 ft 33 ft 33 ft 330 plf 330 plf 330 plf 330 plf sum dl(trib)= 580 plf 580 plf 580 plf 580 plf Mr= 4510ft1b 4510ftib 1208ft1b 1208ft1b OT=Mot-Mr= 33989 ft Ib 33989 k Ib 23503 ft Ib 23503 k Ib HD=OT/I= 7037 Ib 7037 Ib 9401 Ib 9401 Ib 3? `3' � �,� v u �_ � Sheanvall Grid A j,/'—'�` 1045-13th Street SE Pro ect YELM Assisted Living Facility ��w/� Salem,Oregon 97302 Client: Mt West Job# 030111-5 �.f�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�� ■�rr�� fax 503-399-8259 Description SHEARWALL DESIGN EN6INSE RS, INC. Shearvvall Grid A.7 3rd Floor Between Grids A-A.7 A.7-B 4 Distance Between Grids 24 ft 24 ft Building Width 44 ft 56 ft Length of Walls Wall Height h= 13 ft 6 ft 11 = 15.00 ft 12= 15.00 ft 13= 0.00 ft unit unit total 14= 0.00 ft Wind load 155 plf 130 pl( 6840 Ib Total(L)= 30.00 ft Seismic Load 2.656 psf 2.656 psf 6374 Ib Shear(V=1/2 Max W,E) 3420 Ib Unit Shear(v=V!L) v= 114 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 �� v= 114 plf 114 pIf 0 plf 0 plf 1= 15.Oft 15.Oft O.Oft O.Oft h= 8ft 8k 8ft 8ft Mot= 13680ftib 13680ftib Oftlb Oftlb Mr=(dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 pst 15 psf trib= 4ft 4ft 4ft 4ft Mr= 10500ft1b 10500ft1b Oklb Okib OT=Mot-Mr= 3180ft1b 3180ftib Oftlb Oftlb HD=OT11= 212 Ib! 212 Ib____#DIV/O! #DIVIO! 2nd Floor `�ij� ��C Between Grids A-A.7 A.7-6.4 Distance Between Grids 24 ft 24 ft Building Width 44 ft 56 ft Length of Walls Wall Height h= 10 ft 10 ft 11= 15.00 ft 12= 15.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 k Wind Load 190 plf 140 pl( 7920 Ib 14760 Ib Total(L)= 30.00 ft Seismic Load 2.567 psf 2.567 psf 6161 Ib 12535 Ib Shear(V=1/2 Max W,E) 3960 Ib 7380 Ib Unit Shear(v=VIL) v= 132 plf wall 1 wail 2 wall 3 walf 4 Wall Shear 246 plf�� 246 plf 0 plf 0 plf Moc=�i n A�� ,� v3= 114 plf ` 114 plf �� 0 plf 0 plf 1= 15.Oft 15.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 30780 ft Ib 30780 ft Ib 0 ft Ib 0 ft Ib v2= 132 pif 132 plf 0 plf 0 plf 1= 15.Oft 15.Ofl O.Oft O.Oft h2= 10ft 10k tOfl 10ft Mot= 19800 ft Ib 19800 k Ib 0 ft Ib 0 ft Ib Mot= 50580 ft Ib 50580 ft Ib 0 ft Ib 0 H Ib Mr=[dl(trib)]I^2l3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4(t 4ft 4ft 60 plf 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 pif 80 pif 80 plf wall dl= 10 psf 10 psf t0 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 320 plf 320 plf 320 pif 320 pif Mr= 24000 ft Ib 24000 fl Ib 0 ft Ib 0 ft ib OT=Mot-Mr= 26580 ft Ib 26580 ft Ib 0 k Ib 0 ft ib HD=OT/I= 1772 Ib 1772 Ib #DIV/O! #DIVIO! � � �„�• LD Shearvvall Grid A.7 /3.�-jy�—r—� 1045-13th Street SE YELM Assisted Living Facility Pro ect: ��w Salem,Oregon 97302 Client: Mt West Job# 030111-S K�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�� r fax:503-399-8259 Description: SHEARWALL DESIGN EN6INEERS, INC. Shearwall Grid A.7 1st Floor Between Grids A-A.7 A.7-8.4 Distance Between Grids 24 ft 24 ft Building Width 4a ft 56 ft Length of Walis Wall Height h= 10 ft 10 K 11 = 15.00 K 12= 15.00 ft 13= 0.00 k unit unit total TOTAL 14= 0.00 ft Wind Load 162 pl( 162 plf 7776 Ib 22536 Ib Total(L)= 30.00 ft Seismic Load 1.285 psf 1.285 psf 3084 Ib 15619 ib Shear(V=1/2 Max W,E) 3888 Ib 11268 Ib Unit Shear(v=V/L) v= 130 plf wall t wall 2 wall 3 wall 4 Wail Shear 376 pifO 376 plf O 0 plf 0 plf Mot=vlh v3= 114 plf 114 plf 0 plf 0 plf 1= 15.Oft 15.Oft O.Oft O.Ofl h1+h2+h3= 28 fl 28 ft 28 ft 28 ft Mot= 47880 ft Ib 47880 ft Ib 0 ft Ib 0 ft ib v2= 132 plf 132 pIf 0 plf 0 ptf 1= 15.Oft 15.Oft O.Oft O.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 39600 k Ib 39600 ft Ib 0 ft Ib 0 ft Ib v1= 130 plf 130 plf 0 plf 0 plf 1= 15.Oft 15.Oft O.Oft O.Oft h1= tOft 10ft 10ft 10ft Mot= 19440 ft ib 19440 ft Ib 0 ft ib 0 ft Ib Mot= 106920 ft Ib 106920 ft Ib 0 ft Ib 0 ft ib Mr=(dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4 psf 4 psf 4 psf 4 psf 60 plf 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 pif dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 pif 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 k 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 500 plf 500 plf 500 plf 500 plf Mr= 37500 ft lb 37500 ft ib O k lb O ft lb OT=Mot-Mr= 69420 ft ib 69420 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= 4628 Ib 4628 Ib #DIV10! #DIV/O! � � � � Sheanvall Grid A.7 YELM Assisted Living Facility —�� 1045-13th Street SE Pro ect: w��w Salem,Oregon 97302 Client: Mt West Job# 030111-S �.i�� phone:503399-1399 Desi ner: MSG Checked: Date: 2/5l03 r�� fax:503399-8259 Description: SHEARWALL DESIGN SN (SINEERS, INC. Shearwali Grid B.4 3rd Floor Between Grids A 7-B.a 8.4-D 2 Distance Between Grids 24 ft 24 ft Building Width 56 ft 65 ft Length of Walls Wall Height h= 8 ft 13 ft 11 = 18 00 ft �2= 16.00 ft 13= 000ft unit unit total 14= 0.00 k Wind Load 130 plf 155 plf 6840 Ib Total(L)= 34.00 ft Seismic Load 2 656 psf 2 656 psf 7713 Ib Shear(V=1l2 Max W,E) 3857 Ib Unit Shear(v=V/L) v= 113 plf Mot=v i h wall 1 wall 2 wall 3 wall 4 � v= 113 plf 113 plf 0 plf 0 plf �= 18.Oft 16.Oft O.Ofl O.Oft h- 13ft 13ft 8ft 8ft Mot= 26542 fl Ib 23593 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 6ft 4fl 4ft Mr= 23760 ft lb 18773 k lb O ft lb O ft lb OT=Mot-Mr= 2782ft1b 4819ft1b Oftlb Oftlb HD=OT/I= 155 Ib 301 I�DIVIO! #DIVI01 2nd Floor � Between Grids A.7-8.4 B.4-D.2 Distance Between Grids 24 ft 24 ft Building Width 56 ft 65 ft Length of Walls Wall Height h= 10 ft 10 ft I1= 18.00 ft 12= 16.00 k 13= 0.00 ft unit unit total - TOTAL i4= 0.00 ft Wind Load 140 pif 190 plf 7920 Ib 14760 Ib Total(L)= 34.00 ft Seismic Load 2.567 psf 2.567 psf 7455 Ib 15168 ib Shear(V=1/2 Max W,E) 3960 Ib 7584 Ib Unit Shear(v=V/L) v= 116 pif wall t wall 2 wall 3 wall 4 Wall Shear 230 If 230 If 0 pif 0 pif Mot=vlh � �j v3= 113 plf`�` 113 plf `� 0 plf 0 plf 1= 18.Oft 16.Oft O.Ofl O.Oft h2+h3= 23ft 23ft 18ft 18ft Mot= 46959(t Ib 41741 ft ib 0 ft Ib 0 ft Ib v2= 116 plf 116 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h2= 10ft 10ft 10ft 10ft Mot= 20965 ft Ib 18635 R Ib 0 ft Ib 0 ft Ib Mot= 67923 ft Ib 60376 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6ft 6ft 4ft 4ft 90 pif 90 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 pif SO plf 80 plf 80 pif wail dl= 10 psf 10 psf 10 psf 10 psf trib= 23 ft 23 ft 18 ft 18 ft 230 plf 230 pif 180 pif 180 plf sum dl(trib)= 400 pif 400 plf 320 plf 320 pif Mr= 43200ft1b 34133ft1b Oftlb Oftlb OT=Mot-Mr= 24723 ft Ib 26243 ft Ib 0 ft ib 0 ft Ib HD=OT/I= 1374 Ib 1640 Ib #DIVIO! #DIVIO! � � (y �..� Z` Shearwall Grid B.4 ''� �^�V YELM Assisted Living Facility 1045-13ih Street SE Pro ect: w��i Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�� r fax 503-399-8259 Description: SHEARWAL�DESIGN EN (iI NEERS, INC. Shearwall Grid B.4 1st Floor Between Grids A.7-8.4 8.4-D.2 Distance Between Grids 24 ft 24 ft Building Width 56 ft 65 ft Length of Walls Wall Height h= 10 ft 10 ft 11 = 18.00 ft 12= 16.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 162 plf 7776 Ib 22536 Ib Total(L)= 34.00 ft Seismic Load 1.285 psf 1285 psf 3732 Ib 18899 ib Shear(V=1/2 Max W,E) 3888 ib 11268 ib Unit Shear(v=V/L) v= 114 plf walll wall2 wall3 wall4 Wall Shear 344 If 344 plf � 0 plf 0 plf Mot=vlh P O � v3= 113 plf 113 pif 0 plf 0 plf 1= 18.Ok 16.Oft O.Oft O.OR h1+h2+h3= 33 ft 33 ft 2$ft 28 h Mot= 67376 ft Ib 59889 k Ib 0 ft Ib 0 ft Ib v2= 116 plf 116 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft n2= zo n zo n 2o n 2o n Mot= 41929 ft Ib 37271 ft Ib 0 ft Ib 0 k Ib v1= 114 plf 114 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h7= 10ft tOft 10ft 10ft Mot= 20584 ft Ib 18296 ft Ib 0 ft Ib 0 ft Ib Mot= 129888 ft Ib 115456 fl Ib 0 ft Ib 0 ft ib Mr=[di(trib)]I^213 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 6 psf 4 psf 4 psf 90 pif 90 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf di2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf 80 pif wall dl= 10 psf 10 psf 10 psf 10 psf trib= 33 ft 33 ft 28 ft 28 ft 330 pif 330 plf 280 plf 280 plf sum dl(trib)= 580 plf 580 pif 500 plf 500 plf Mr= 62640 ft Ib 49493 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 67248 ft Ib 65963 ft ib 0 fl Ib 0 ft Ib HD=OT/I= 3736 Ib 4123 Ib #DIVIOI #DIVI01 � � �2,i' v L ,� Sheanvall Grid B.4 �^ �r_� YELM Assisted Living Facility 1045-13th Street SE Pro ect: w��w/� Salem,Oregon 97302 Client: Mt West Job# 030111-5 �•i��r phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r��'' �� fax:503-399-8259 Description: SHEARWALL DESIGN E N6INEERS, INC. Shearwail Grid D.2 3rd Floor Between Grids 8 4-D.2 D.2-E Distance Between Grids 24 ft 24 R Building Width 65 ft 56 ft Length of Walis Wall Height h= 13 ft B ft 11= 18.00 ft 12= 16.00 ft 13= 0.00 ft unit unit total 14= 0.00 k Wind Load 130 plf 155 plf 6840 Ib Total(L)= 34.00 ft Seismic Load 2.656 psf 2.656 psf 7713 Ib Shear(V=1/2 Max W,E) 3857 Ib Unit Shear(v=V1L) v= 113 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 � v= 113 plf 113 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h= 13k 13K 8ft 8ft Mot= 26542 ft Ib 23593 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)+tOh]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6fl 6ft 4ft 4ft Mr= 23760 ft Ib 18773 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 2782ft1b 4819ft1b Oftlb Oftlb H�=OT/I= 155 Ib\ 301 Ib #DIV/0! #DIVI01 2nd Floor i/ �� Between Grids 6.4-D.2 D2-E Distance Between Grids 24 ft 24 ft Building Width 65 ft 56 ft length of Walls Wail Height h= 10 ft 10 ft 11= 18.00 ft 12= 16.00 k 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 140 plf 190 pif 7920 Ib 14760 Ib Total(L)= 34.00 ft Seismic Load 2.567 psf 2.567 psf 7455 Ib 15168 Ib Shear(V=1/2 Max W,E) 3960 Ib 7584 Ib Unit Shear(v=V/L) v= 116 plf wail t wall 2 wail 3 wall 4 Wall Shear 230 plf � 230 plf /� 0 plf 0 plf Mot=v�n �A� l^ � v3= 113 plf � 113 plf� 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h2+h3= 23 ft 23 ft 18 ft 18 ft Mot= 46959 ft Ib 41741 ft Ib 0 ft Ib 0 ft Ib v2= 116 plf 116 plf 0 plf 0 pif 1= 18.Of1 16.Oft O.Oft O.Oft h2= 10ft tOk 10fl tOft Mot= 20965 ft Ib 18635 ft Ib 0 ft Ib 0 ft Ib Mot= 67923 ft Ib 60376 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6ft 6k 4(t 4ft 90 pif 90 pif 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf 80 pif wall dl= 10 psf 10 psf 10 psf 10 psf trib= 23 ft 23 ft 18 ft 18 ft 230 plf 230 plf 180 plf 180 plf sum dl(trib)= 400 plf 400 plf 320 plf 320 plf Mr= 43200ft1b 34133ft1b Oftlb Oftlb OT=Mot-Mr= 24723(t Ib 26243 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= 1374 Ib 1640 Ib #DIV/O! t�DIV101 ___ ;,5-; �� Shearwall Grid D2 � �� 1045-13th Street SE Pro'ect: YELM Assisted Living Facility �`��w/� Salem,Oregon 97302 Client: Mt West Job# 030111-S �+i�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r■� �� ' fax:503-399-8259 Description: SHEARWALL DESIGN ENdINBERS, INC. Shearwali Grid D.2 1st Floor Between Grids 8.4-D2 D.2-E Distance Between Grids 24 h 24 ft Building Width 65 ft 56 ft Length of Walis Wall Height h= 10 ft 10 ft N = 18.00 ft �2= 16.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 162 plf 7776 ib 22536 Ib Total(L)= 34.00 ft Seismic Load 1.285 psf 1285 psf 3732 Ib 18899 Ib Shear(V=1l2 Max W,E) 3888 Ib 11268 Ib Unit Shear(v=V/L) v= 114 plf walll wall2 wa�l3 wall4 Wall Shear 344 pifO 344 plfO 0 plf 0 plf Mot=vlh v3= 113 plf 113 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h1+h2+h3= 33 ft 33 k 28 ft 28 ft Mot= 67376 ft Ib 59889 ft Ib 0 ft Ib 0 ft Ib v2= 116 plf 116 pif 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h2= 20k 20ft 20k 20ft Mot= 41929 ft Ib 37271 ft Ib 0 ft Ib 0 ft Ib v1 = 114 plf 114 plf 0 plf 0 plf 1= 18.Oft 16.Oft O.Oft O.Oft h1= 10ft 10ft 10ft 10k Mot= 20584 ft Ib 18296 ft Ib 0 ft Ib 0 ft Ib Mot= 129888 ft Ib 115456 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib))I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 6 psf 4 psf 4 psf 90 pif 90 plf 60 plf 60 plf di3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dI2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4fl 4ft 4ft 80 plf 80 plf 80 plf 80 pif wall dl= 10 psf 10 psf 10 psf 10 psf trib= 33 ft 33 fl 28 ft 28 ft 330 plf 330 plf 280 plf 280 plf sum dl(trib)= 580 plf 580 plf 500 plf 500 pif Mr= 62640 ft Ib 49493 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 67248 ft Ib 65963 ft Ib 0 ft Ib 0 ft Ib HD=OTlI= 3736 Ib 4123 I�#DIV/0! #DIV/01 `�/•, � Shearwall Grid D.2 �� ' ' YELM Assisted Living Facility 1045-13th Street SE Pro ect: �`��w�+ Salem,Oregon 97302 Client: Mt West Job# 030111-S �r��`�� phone:503-399-1399 Desi ner: MSG Checked' Date: 2/5/03 r■� ��r� fax:503-399-8259 Description: SHEARWALL DESIGN SN (iINSERS, INC. Shearwali Grid E 3rd Floor Between Grids D 2-E E-G Distance Between Grids z4 ft z4 h Building Width 56 ft 82 ft Length of Walls Wall Height h= 8 ft 8 ft It= 26.00 ft �2= 24.00 ft 13= 0.00 ft unit unit total 14= 0.00 ft Wind Load 130 plf 130 pif 6240 Ib Total(L)= 50.00 ft Seismic Load 2.656 psf 2.656 psf 8797 Ib Shear(V=1!2 Max W,E) 4398 Ib Unit Shear(v=V/L) �=a� Mot=v I h wall t wall 2 wall 3 wall 4 �A v= 88 plf 88 plf 0 plf 0 pif 1= 26.Oft 24.Oft O.Oft O.Oft h= 8ft 8ft 8ft 8ft Mot= 18297 ft Ib 16890 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4ft 4ft 4ft Mr= 31547 ft Ib 26880 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= -13250 ft Ib -9990 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= -510 Ib -416 I__b= #DIV/0! #DIVIO! 2nd Floor � �� Between Grids D2-E E-G Distance Between Grids 24 ft 24 ft Building Width 56 ft 82 ft Length of Walls Wall Height h= �0 ft 10 ft 11 = 26.0o ft 12= 24.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 140 pif 140 plf 6720 Ib 12960 ib Total(L)= 50.00 ft Seismic Load 2.567 psf 2.567 psf 8502 Ib 17299 Ib Shear(V=1/2 Max W,E) 4251 Ib 8649 Ib Unit Shear(v=V!L) v=85 plf wall 1 wall 2 wall 3 wali 4 Wall Shear 173 pif = 173 plf 0 plf 0 plf Mot=vlh l'� � v3= 88 plf 88 ptf 0 plf 0 plf 1= 26.Oft 24.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 41168ft1b 38002ft1b Oftlb Oftlb v2= 85 plf 85 plf 0 plf 0 plf 1= 26.Oft 24.Oft O.Oft O.Oft h2= 10ft 10ft 10ft 10ft Mot= 22105 ft Ib 20405 ft Ib 0 ft Ib 0 k Ib Mot= 63273 ft Ib 58406 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]i^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4H 4ft 4ft 60 plf 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4fl 4ft 4k 4k 80 pIf 80 pif 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18fl 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 320 plf 320 plf 320 plf 320 plf Mr= 72107ft1b 61440ft1b Oftlb Oftlb OT=Mot-Mr= -8833 ft Ib -3034 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= 340 Ib -126 Ib #DIV/01 #DIVIO! � � L - i'Z Sheanvall Grid E YELM Assisted Living Facility 1045-13th Street SE Pro ect: Salem,Oregon 97302 Client: Mt West Job# 030111-S �� Date: 2/5/03 phone:503399-1399 Desi ner: MSG Checked: r�� fax:503-399-8259 Description SHEARWALL DESIGN ENGIN6ERS, INC. Shearvvall Grid E 1st Floor Between Grids D.2-E E-G Distance Between Grids 2a ft 24 ft Building Width 56 ft 82 ft Length of Walls Wall Height h= 10 ft 10 ft N = 26.00 ft 12= 24.00 N 13= 0.00 K unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 88 plf 6000 Ib 18960 Ib Total(L)= 50.00 ft Seismic load 1.285 psf 1.285 psf 4256 Ib 21554 Ib Shear(V=1/2 Max W,E) 3000 Ib 10777 ib Unit Shear(v=V/L) v=60 plf Wa�� Wy��2 wall 3 wall 4 Wall Shear 233 plf/,'� 233 plf/,� 0 plf 0 plf Mot=vlh �A � �� v3= 88 plf�� 88 plf 0 plf 0 plf i= zs.o n 2a.o n o.o n o.o n h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 64040 ft Ib 59114 ft Ib 0 ft Ib 0 ft Ib v2= 85 plf 85 plf 0 plf 0 plf 1= 26.Oft 24.Oft O.Oft O.Oft h2= 20ft 20ft 20ft 20ft Mot= 44210 ft Ib 40809 ft Ib 0 ft ib 0 ft Ib v1= 60 plf 60 plf 0 plf 0 plf 1= 26.Oft 24.Oft O.Oft O.Oft h1= 10ft 10ft 10ft 10ft Mot= 15600 ft Ib 14400 ft Ib 0 ft Ib 0 ft ib Mot= �23850 ft Ib 114323 ft Ib 0 k Ib 0 ft Ib Mr=[dl(trib)]I^213 dir= 15 psf 15 psf 15 psf 15 psf trib= 4 psf 4 psf 4 psf 4 psf 60 plf 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 pIf 80 plf 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 K 280 plf 280 plf 280 plf 280 pif sum dl(trib)= 500 plf 500 plf 500 plf 500 plf Mr= 112667 ft Ib 96000 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 11183ft1b 18323k1b Oftlb Oftlb HD=OT/I= 430 Ib 763 Ib #DIV/O! #DIVIO! � � � � 'J Shearwall Grid E /—' Y� 1045-131h Street SE P�o e�t: YELM Assisted Living Facility w��w!�' Salem,Oregon 97302 Clie�t: Mt West Job# 030111-S �� phone:503399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�'� �� fax:503-399-8259 Description: E N d I N E E R 5, I NC. SHEARWALI DESIGN Shearwali Grid G 3rd Floor Between Grids G-G.2 E-G Distance Between Grids 8 ft 24 ft Building Width 82 ft 82 ft Length of Walls Wall Height h= 8 ft 8 ft 11 = 24.0 ft 12= 0.0 ft unit unit total 13= 0.0 ft Wind Load 130 plf 130 plf 4160 Ib 14= 0.0 ft Seismic Load 2.656 psf 2.656 psf 6969 Ib Total(L)= 24.0 ft Shear(V=1/2 Max W,E) 3485 Ib Unit Shear(v=V/L) v= 145 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 � v= 145 plf 0 plf 0 plf 0 pif 1= 24.Oft O.Oft O.Oft O.Oft h= Sft 8ft 8ft 8ft Mot= 27877 ft lb O ft lb O ft lb O ft lb Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 4ft 16ft 16ft 4ft Mr= 26880ft1b Oftlb Oftlb Oftib OT=Mot-Mr= 997ft1b Oftlb Oftlb Oftlb HD=OT/I= 42 Ib #DIV/O! #DIV/O! #DIV/Ol 2nd Floor Belween Grids G-G.2 E-G Distance Between Grids 8 ft 24 ft Building Width 82 ft 82 ft Length of Walls Wall Height h= 10 ft 10 ft" 11 = 24.0 ft 12= 5.0 ft unit unit total TOTAL 13= 5.0 ft Wind Load 140 plt 140 plf 4480 Ib 8640 Ib 14= 0.0 ft Seismic Load 2.567 psf 2.567 psf 6736 Ib 13705 Ib Total(L)= 34.0 ft Shear(V=1/2 Max W,E) 3368 Ib 6853 Ib Unit Shear(v=V/L) v= 99 plf walll wall2 wall3 wall4 Wall Shear 244 plf � 99 plf � 99 plf/ 0 plf Mot=v I h �,' �� v3= 145 plf 0 pif 0 plf 0 plf 1= 24.Oft O.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 62724ft1b Oftlb Oftlb Oftlb v2= 99 plf 99 plf 99 plf 0 plf 1= 24.Oft 5.Oft 5.Oft O.Oft h2= 10ft 10ft 10ft 10ft Mot= 23773 ft Ib 4953 ft Ib 4953 ft Ib 0 ft Ib Mot= 86498 ft Ib 4953 ft Ib 4953 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4ft 16ft 16ft 4ft 60 plf 240 pif 240 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 ft 7 ft 16 ft 4 ft 80 plf 140 pif 320 plf 0 ft Ib wall dl= 10 psf 10 psf 10 psf 0 psf trib= 18ft 18ft 18ft Oft 180 plf 180 plf 180 plf 0 plf sum dl(trib)= 320 plf 560 plf 740 plf 60 plf Mr= 61440ft1b Oftlb Oftlb Oftlb OT=Mot-Mr= 25058 ft Ib 4953 ft Ib 4953 ft Ib 0 ft Ib � ' � HD=OT/I= 1044 Ib 991 Ib 991 Ib #DIV/O! �„r./ � Shearwall Grid G v ~ 1045-13th Street SE P�o ect: YELM Assisted Living Facility A �/� Salem,Oregon 97302 Client: Mt West Job# 030111-S �'�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/5/03 r�� (ax:503-399-8259 Description: E N (i I N B E R S, I N C. SHEARWALL DESIGN Shearwall Grid G 1st Floor Between Grids G-G.2 E-G Distance Between Grids 8 ft 24 ft Building Width 82 ft 82 ft Length of Walis Wall Height h= 10 ft 10 ft 11 = 24.0 ft 12= 5.0 ft unit unit total TOTAL 13= 5.0 ft Wind Load 88 plf 88 pif 2816 Ib 11456 Ib 14= 8.0 ft Seismic Load 1.285 psf 1.285 psf 3372 Ib 17077 Ib Total(L)= 42.0 ft Shear(V=1/2 Max W,E) 1686 Ib 8538 Ib Unit Shear(v=V/L) v=40 plf wali 1 wall 2 wall 3 wall 4 Moti S�hehr 284 pifO 139 plf/�\ 139 pifO 40 plf� C\, v3= 145 plf 0 pif '" 0 plf 0 plf 1= 24.Oft O.Oft O.Oft O.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 97571ft1b Oftlb Oftlb Oftlb v2= 99 plf 99 plf 99 plf 0 plf 1= 24.Oft 5.Oft S.Oft O.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 47547 ft Ib 9906 ft Ib 9906 ft Ib 0 ft Ib v1 = 40 plf 40 plf 40 plf 40 plf 1= 24.Oft S.Oft S.Oft B.Oft h1 = 10ft 10ft 10ft 10ft Mot= 9634 ft Ib 2007 ft Ib 2007 ft Ib 3211 ft Ib Mot= 154752ft1b 11913ft1b 11913ftib 3211ft1b Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4 psf 16 psf 16 psf 4 psf 60 plf 240 plf 240 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 7 psf 16 psf 4 psf 80 plf 140 plf 320 plf 80 pif dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 7ft 16ft 4ft 80 plf 140 plf 320 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 500 plf 800 plf 1160 plf 500 plf Mr= 96000 ft Ib 6667 ft Ib 9667 ft Ib 10667 ft Ib OT=Mot-Mr= 58752 ft Ib 5246 ft Ib 2246 ft Ib -7455 ft Ib HD=OT/I= 2448 Ib 1049 Ib 449 Ib -932 Ib � � \ 1` V �� ( � Shearvvall Grid G _�-- y�j�� 1045-13th Street SE P�o ect: YELM Assisted Living Facility w��w�i Salem,Oregon 97302 Client: Mt West Job# 030111-5 �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r��'' �� fax:503399-8259 Description: SHEARWALL DESIGN ENG[ NEERS, INC. Shearwail Grid 1.2 3rd Floor Between Grids 1 and 2 Distance Between Grids 25 ft 0 ft Building Width 250 k 0 ft Length of Walls Wall Height h= 8 ft 0 ft 11 = 20.00 ft 12= 6.00 ft 13= 4.75 ft unit unit total t4= 3075 ft Wind Load 130 plf 0 plf 3250 Ib Total(L)= 61.50 ft Seismic Load 2.656 psf 0.000 psf 16600 Ib Shear(V=t/2 Max W,E) 8300 Ib Unit Shear(v=V/L) v— 135 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 O v= 135 pif 135 plf 135 plf 135 plf 1= 20.Oft 6.Oft 4.8ft 30.8ft h= 8ft 8ft 8ft 8N Mot= 21593 ft Ib 6478 ft Ib 5128 ft Ib 33200 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 14ft 14ft 6ft Mr= 22667 ft Ib 3480 ft Ib 2181 ft Ib 53582 ft Ib OT=Mot-Mr= -1073 ft Ib 2998 ft Ib 2947 ft Ib -20382(t Ib HD=OT/I= -54 Ib 500 Ib 621 1 Q-663 Ib 2nd Floor � Between Grids 1 and 2 0 Distance Between Grids 25 ft 0 ft Building Width 250 ft 0 ft Length of Walls Wall Height h= 10 ft 0 ft 11 = 20.00(t 12= 6.00 ft 13= 4.75 ft unit unit total TOTAL 14= 30.75 ft Wind�oad 140 plf 0 plf 3500 Ib 6750 Ib Total(L)= 61.50 ft Seismic Load 2.567 psf 0.000 psf 16044 Ib 32644 Ib Shear(V=1/2 Max W,E) 8022 Ib 16322 Ib Unit Shear(v=V/L) v= 130 plf wall t wall 2 wall 3 wall 4 Wali Shear 265 plfO 265 plf 265 pif 265 plf Mot=vlh v3= 135 plf 135 plf 'I35 plf 135 plf 1= 20.Oft 6.Oft 4.Bft 30.8ft h2+h3= 18ft 18ft 18ft 18ft Mot= 48585 ft Ib 14576 ft Ib 11539 ft Ib 74700 ft Ib v2= 130 plf 130 pif 130 plf 130 plf 1= 20.Oft 6.Oft 4.8ft 30.8ft h2= 10ft 10ft 10ft 10ft Mot= 26087 ft Ib 7826 ft Ib 6196 ft ib 40109 ft Ib Mot= 74673 ft Ib 22402 ft Ib 17735 ft Ib 114809 ft Ib Mr=[dl(trib))I^2/3 dir= 15 psf 15 pst 15 psf 15 psf trib= 6ft 14ft 14ft 6ft 90 plf 210 plf 210 pif 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 6ft 12ft 12ft 6ft 120 plf 240 plf 240 ptf 120 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18 ft 18 ft 18 ft 18 ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 390 plf 630 plf 630 plf 390 plf Mr= 52000 k Ib 7560 ft Ib 4738 ft Ib 122923 ft Ib OT=Mot-Mr= 22673 ft Ib 14842 k Ib 12997 ft Ib -8114 ft Ib HD=OT/i= 1134 IbQ 2474 Ib� 2736 Ib�264 Ib L i� Shearwall Grid 1.2 .y��—� 1045-13th Street SE P�o eoc: YELM Assisted Living Facility ��w.f� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�r �� fax:503-399-8259 Description: SHEARWALL DESIGN E N (iINEERS. INC. Shearwall Grid 1.2 1st Floor Belween Grids 1 and 2 0 Distance Betwee�Grids 25 k 0 ft Building Width 250 ft 0 ft Length of Walis Wall Height h= 10 ft 10 ft 11= 20.00 ft i2= s.00 n I3= 475 ft unit unit total TOTAL 14= 30.75 ft Wind Load 162 plf 0 plf 4050 Ib 10800 Ib Total(�)= 61.50 ft Seismic Load 1.285 psf 0.000 psf 8031 Ib 40675 Ib Shear(V=1/2 Max W,E) 4016 Ib 20338 Ib Unit Shear(v=V/L) v=65 plf walll wall2 wa113 wall4 Wall Shear 331 plf 331 plf 331 plf 331 plf Mot=vlh v3= 135 plf 135 plf 135 plf 135 pif 1= 20.Ok 6.Oft 4.8ft 30.8ft h1+h2+h3= 28 ft 28 ft 28 fl 28 ft Mot= 75577 ft Ib 22673 ft Ib 17950 ft Ib 116200 ft Ib v2= 130 plf 130 plf 130 plf 130 plf 1= 20.Oft 6.Oft 4.8ft 30.8ft h2= 20 ft 20 ft 20 ft 20 ft Mot= 52175 ft Ib 15652 ft Ib 12392 ft Ib 80219 ft Ib v1 = 65 pif 65 plf 65 plf 65 plf 1= 20.Oft 6.Oft 4.Sft 30.8ft h1 = 10ft 10ft tOft 10ft Mot= 13059 ft Ib 3918 ft Ib 3101 ft Ib 20078 ft Ib Mot= 140811 ft Ib 42243 k Ib 33443 ft Ib 216497 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 14 psf 14 psf 6 psf 90 plf 210 plf 210 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 6 psf 12 psf 12 psf 6 psf 120 pif 240 plf 240 plf 120 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 6ft 12ft 12ft 6ft 120 plf 240 plf 240 plf 120 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 fl 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 610 plf 970 ptf 970 plf 610 plf Mr= 81333 k Ib 11640 ft Ib 7295 ft Ib 192264 ft Ib OT=Mot-Mr= 59478 ft Ib 30603 ft ib 26147 ft Ib 24233 ft Ib HD=OT/I= 2974 Ib 5101 Ib 5505 Ib 788 Ib �• � � Sheanvall Grid 1.2 1045-13th Street SE P�o ecc: YELM Assisted Living Facility w�� Salem,Oregon 97302 Client: Mt West Job# 030111-5 �"'��f� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13l03 r�''� �� '� fax:503-399-8259 Description: E N G I N E E R S, I NC. SHEARWALL DESIGN Shearwall Grid 2.4 3rd Floor Between Grids t to 2.4 2 4 to 2.6 Distance Betwee�Grids 25 ft 8 ft Building Width 250 ft 250 ft Length of Walis Wall Height h= 8 ft 8 ft 11 = 12.00 ft 12= 12.00 ft 13= 18.00 K unit unit total 14= 42.00 ft Wind Load 130 plf 155 plf 4490 Ib Total(L)= 84.00 k Seismic Load 2.656 psf 2.656 psf 21912 Ib Shear(V=1/2 Max W,E) 10956 Ib Unit Shear(v=V/L) v= 130 plf Mot=v i h wall 1 wall 2 wall 3 wall 4 �` / v= t30 pl( 130 plf 130 plf 130 plf �� 1= 12.0(t 12.Oft 18.Oft 42.Oft h= 8ft 8ft 8fl Sft Mot= 12521 ft Ib 12521 ft Ib 18782 ft Ib 43824 ft Ib Mr=(di(trib)+�Oh]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf Vib= 16ft 16ft 76ft 16k Mr= 15360 ft Ib 15360 ft Ib 34560 ft Ib 788160 ft Ib OT=Mot-Mr= -2839 ft Ib -2839 ft Ib -15778 ft Ib-144336 ft Ib HD=OT/I= -237 Ib -237 Ib -877 Ib -3437 Ib 2nd Floor Between Grids 1 to 2.4 2.4 to 2.6 Distance Between Grids 25 ft 8 ft Building Width 250 ft 250 ft Length of Walis Wall Height h= 10 ft 10 ft 11 = 12.00 ft i2= i2.00 n 13= 18.00 ft unit unit total TOTAL 14= 42.00 ft W ind load 140 plf 190 pif 5020 Ib 9510 Ib Total(L)= 84.00 ft Seismic Load 2.567 psf 2.567 psf 21178 Ib 43090 Ib Shear(V=1/2 Max W,E) 10589 Ib 21545 Ib Unit Shear(v=V/L) v= 126 plf walll wall2 wall3 wall4 Wall Shear 256 pif�256 plf 256 plf 256 plf Mot=vlh v3= 130 plf 130 plf 130 plf 130 plf 1= 12.Oft 12.0(t t8.Oft 42.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 28173 ft Ib 28173 ft Ib 42259 ft ib 98604 ft Ib v2= 126 plf 126 plf 126 plf 126 plf 1= 12.Oft 12.Oft 18.Oft 42.Oft h2= 10ft 10ft tOk 10ft Mot= 15127 ft Ib 15127 ft Ib 22690 ft Ib 52944 ft Ib Mot= 43300 ft Ib 43300 ft Ib 64949 ft Ib 151548 ft Ib Mr=[dl(trib))I^2/3 dlr= t5 psf 15 psf 15 ps( 15 psf trib= 16ft 16ft 16ft 16k 240 plf 240 plf 240 plf 240 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 16ft 16ft 16H 16ft 320 plf 320 plf 320 plf 320 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18R 18ft 18ft 180 plf 180 plf 180 plf 180 pif sum dl(trib)= 740 plf 740 plf 740 plf 740 plf Mr= 35520 ft Ib 35520 ft Ib 79920 ft Ib 435120 ft Ib OT=Mot-Mr= 7780 ft Ib 7780 ft Ib -14971 ft Ib -283572 ft Ib HD=OT/i= 648 Ib 648 Ib -832 Ib -6752 Ib � a�� • � � Shearwall Grid 2.4 ��-�i.,,;�1,��y�y� 1045-13th Street SE P�o ect: YELM Assisted Living Facility ��1��Ill��w� Saiem,Oregon 97302 Client Mt West Job# 030111-S �"�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13I03 r�� fax:503-399-8259 Description: , , S N (i I N B E R S, I NC. SHFARN/?1 _DFSIGN Shearwall Grid 2.4 15t Floor Between Grids 1 to 2.4 2.4 to 2.6 Distance Belween Grids 25 ft 8 ft Building Width 250 ti 250 ft Length of Walis Wall Height h= 10 ft 10 ft 11= 12.00 ft 12= 12.00 ft 13= 1800ft unit unit total TOTAL i4= 42.00 ft Wind Load 162 plf 162 plf 5346 Ib 14856 Ib Total(L)= 84.00 ft Seismic Load 1.285 psf 1.285 psf 10601 ib 53691 Ib Shear(V=1/2 Max W,E) 5301 Ib 26846 Ib Unit Shear(v=V/L) v=63 plf wall 1 wa11 2 wail 3 wali 4 Wall Shear 320 pif 320 plf 320 plf 320 plf Mot=vlh v3= 130 plf 130 plf 130 pif 130 plf 1= 12.Oft 12.Oft 18.Oft 42.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 k Mot= 43824 ft Ib 43824 ft Ib 65736 ft Ib 153384 ft Ib v2= 126 plf 126 plf 126 plf 126 plf 1= 12.Oft 12.Ok 18.Oft 42.Oft h2= 20ft 20ft 20ft 20ft Mot= 30254 ft Ib 30254 ft ib 45381 ft Ib 105889 ft Ib v1= 63 plf 63 plf 63 plf 63 plf 1= 12.Oft 12.Oft 18.Oft 42.Oft h1= 10ft 10ft 10ft 10k Mot= 7572 ft Ib 7572 ft Ib 11358 ft Ib 26503 ft Ib Mot= 8t650 ft Ib 81650 ft Ib 122475 ft Ib 285776 ft ib Mr=[dl(trib)]I^2/3 dir= 15 psf 15 psf 15 psf 15 psf trib= 16 psf 16 psf 16 psf 16 psf 240 pif 240 plf 240 plf 240 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 16 psf 16 psf 16 psf 16 psf 320 plf 320 plf 320 plf 320 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 16ft 16ft 16ft 16ft 320 plf 320 plf 320 plf 320 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 1160 pif 1160 plf 1160 plf 1160 pif Mr= 55680 ft Ib 55680 ft Ib 125280 ft Ib 682080 k Ib OT=Mot-Mr= 25970 ft Ib 25970 ft ib -2805 ft Ib 396304 ft Ib HD=OT/I= 2164 Ib 2164 Ib -156 Ib -9436 Ib �� Shearwall Grid 2.4 1045-13th Street SE P�o eci: YELM Assisted Living Facility ��w�/,,� Salem,Oregon 97302 Client: Mt West Job# 030111-S �T��t� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�� _'' fax:503-399-8259 Description: SHEARWALL DESIGN ENGINEEBS, INC. Shearwall Grid 2.6 3rd Floor Between Grids 2.6 to 4 2.4 ro 2.6 Distance Between Grids 25 ft 8 ft Building Width 250 ft 250 ft Length of Walls Wall Height h= 8 ft 8 ft 11 = 16.00 ft 12= 15.00 ft 13= 18.00 ft unit unit total 14= 49.00 ft Wind Load 130 pl( 155 pl( 4490 Ib Total(L)= 98.00 ft Seismic Load 2.656 psf 2.656 psf 21912 Ib Shear(V=1/2 Max W,E) 10956 ib Unit Shear(v=V/L) O- �12 P�f Mot=v I h wall 1 wall 2 wall 3 wall 4 � v= 1 1 2 p l f 1 1 2 p l f 1 1 2 p i f 1 1 2 p l f 1= 16.Oft 15.Oft 18.Oft 49.Ok h= 8k Sk 8ft 8ft Mol= 14310 ft Ib 13416 ft Ib 16099 ft Ib 43824 k Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 12ft 16ft 16ft t6ft Mr= 22187(t Ib 24000 ft Ib 34560 ft Ib 256107 ft Ib OT=Mot-Mr= -7877 ft Ib -10584 ft Ib -18461 ft Ib-212283 ft Ib HD=OT/I= -492 Ib -706 Ib -1026 Ib -4332 Ib 2nd Floor Beriveen Grids 2.6 to 4 2.4 to 2.6 Distance Between Grids 25 ft 8 ft Building Width 250 ft 250 ft Length of Walls Wall Height h= 10 ft 10 ft 11= 16.00 ft 12= 15.00 ft 13= 18.00 ft unit unit total TOTAL 14= 49.00 ft Wind Load 140 plf 190 plf 5020 Ib 9510 Ib Total(L)= 98.00 ft Seismic Load 2.567 psf 2.567 psf 21178 ib 43090 Ib Shear(V=1/2 Max W,E) 10589 Ib 21545 Ib Unit Shear(v=V/L) v= 108 plf wa111 wall2 wall3 wail4 Wall Shear 220 plf\\/ 220 plf 220 pif 220 plf Mot=vlh v3= 112 plf 112 plf 112 plf 112 plf 1= 16.Ofl 15.Oft 18.Oft 49.Oft h2+h3= 18ft 18ft 18ft 18it Mot= 32197 fl Ib 30185 ft Ib 36222 ft Ib 98604 ft Ib v2= 108 plf 108 plf 108 pif 108 plf 1= 16.Oft 15.Ok 18.Oft 49.Oft h2= 10ft 10ft tOft 10ft Mot= 17288 ft Ib 16207 ft Ib 19449 ft Ib 52944 ft Ib Mot= 49485 ft Ib 46392 ft Ib 55671 ft Ib 151548 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 12k 16ft 16ft 16ft 180 plf 240 plf 240 plf 240 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 'I6ft 16ft 16ft 16ft 320 plf 320 plf 320 plf 320 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 pif sum dl(trib)= 680 plf 740 pif 740 plf 740 plf Mr= 58027 ft Ib 55500 ft Ib 79920 ft Ib 592247 H Ib OT=Mot-Mr= -8541 ft Ib -9108 ft Ib -24249 ft Ib-440698 ft Ib HD=OT/I= -534 Ib �07 Ib -1347 Ib -8994 Ib �� 20 Sheanvail Grid 2.6 1045-13th Street SE P�o ect: YELM Assisted Living Facility ��r� Salem,Oregon 97302 Client: Mt West Job# 030111-S f�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�� fax:503399-8259 Description: SHEARWALL DESIGN SNIiINEERS. INC. Shearwatl Grid 2.6 1st Floor Between Grids 2.6 to 4 2.4 to 2.6 Distance Between Grids 25 ft 8 ft Building Width 250 ft 250 ft Length of Walis Wall Height h= 10 ft 10 ft I1= 16.00 ft 12= 15.00 ft 13= 18.00 ft unit unit total TOTAI 14= 49.00 k Wi�d Load 162 plf 162 plf 5346 Ib 14856 Ib Total(L)= 98.00 ft Seismic Load 1285 psf 1285 psf 10601 Ib 53691 Ib Shear(V=1/2 Max W,E) 5301 Ib 26846 Ib Unit Shear(v=V/L) v= 54 plf wa111 wall2 wall3 wail4 Wall Shear 274 plf 274 pif 274 pif 274 plf Mot=vlh v3= 112 plf 112 plf 112 plf 112 pif 1= 16.Oft 15.Oft 18.Oft 49.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 50085 ft Ib 46954 ft Ib 56345 ft Ib 153384 ft Ib v2= 108 plf 108 plf 108 plf 108 plf 1= 16.Ok 15.Oft 18.Ofl 49.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 34576 ft Ib 32415 ft Ib 38898 ft Ib 105889 ft Ib v1 = 54 plf 54 plf 54 plf 54 plf 1= 16.Oft 15.Oft 18.Oft 49.Oft h1= 10ft tOft 10ft 10ft Mot= 8654 ft Ib 8113 ft Ib 9736 ft Ib 26503 ft Ib Mot= 93315 ft Ib 87482 ft Ib 104979 ft Ib 285776 ft ib Mr=[dl(trib)jl^213 dlr= 15 psf 15 psf 15 psf 15 psf trib= 12 psf 16 psf 16 psf 16 psf 180 plf 240 pIf 240 plf 240 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 16 psf 16 psf 16 psf 16 psf 320 plf 320 plf 320 plf 320 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 16ft 16ft 16ft 16ft 320 plf 320 plf 320 plf 320 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 1100 pif 1160 plf 1160 plf 1160 pif Mr= 93867 ft Ib 87000 ft Ib 125280 ft Ib 928387 ft Ib OT=Mot-Mr= -552 k Ib 482 ft Ib -20301 ft Ib-642611 ft Ib HD=OTlI= -35 Ib 32 Ib -1128 Ib -13115 Ib � . � 1 Sheanvall Grid 2.6 1045-13th Street SE P�o ect: YELM Assisted Living Facility ��w� Salem,Oregon 97302 Client: Mt West Job# 030111-5 �"��r phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�� fax:503-399-8259 Description: SHEARWALL DESIGN EN6INEERS, INC. Shearwall Grid 4 3rd Floor Between Grids 2.6 to 4 4 to 5 Oistance Between Grids 25 ft 20 ft Building Width 250 ft 58 ft Length of Walls Wall Height h= 8 ft 8 K 11= 18.00 ft 12= 24.00 ft 13= 24.00 ft unit unit total 14= 18.00 ft Wind Load 130 plf 130 pl( 5850 Ib Total(L)= 84.00 ft Seismic Load 2.656 psf 2.656 psf 19681 Ib Shear(V=1/2 Max W,E) 9840 Ib Unit Shear(v=V!L) v- 117 plf Mot=v I h wail 1 wall 2 wali 3 wail 4 � v= 117 plf 117 plf 117 plf 117 plf � 1= 18.0(t 24.0(t 24.Oft 18.Oft h= 8ft 8ft 8ft Sft Mot= 16869 ft Ib 22493 ft Ib 22493 ft Ib 16869 ft Ib Mr=[dl(trib)+10hj1^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 17ft 17ft 6k Mr= 18360 ft Ib 64320 ft Ib 64320 ft Ib 18360 ft Ib OT=Mot-Mr= -1491 ft Ib -41827(t Ib -41827 ft Ib -1491 ft ib HD=OT/l= -83 Ib -1743 Ib -1743 Ib -83 Ib 2nd Floor Between Grids 2.6 to 4 4 to 5 Distance Between Grids 25 ft 20 ft Building Width 250 ft 58 ft Length of Walls Wall Height h= 10 ft 10 ft 11= 18.00 ft 12= 24.00 ft 13= 24.00 ft unit unit total TOTAL 14= 18.00 ft Wind Load 140 plf 190 pif 7300 Ib 13150 Ib Totai(L)= 84.00 ft Seismic Load 2.567 psf 2.567 psf 19021 Ib 38702 ib Shear(V=1/2 Max W,E) 9511 Ib 19351 Ib Unit Shear(v=V/L) v= 113 plf wa111 wall2 wall3 wall4 Wall Shear 230 plf�230 plf 230 plf 230 plf Mot=vih v3= 117 plf 117 plf 117 plf 117 plf 1= 18.Oft 24.Oft 24.Oft 18.Oft h2+h3= 18ft 18ft 18ft 18(t Mot= 37956 ft Ib 50608 ft Ib 50608 ft Ib 37956 ft Ib v2= 113 plf 113 plf 113 ptf 113 plf 1= 18.Oft 24.Oft 24.Oft 18.Ok h2= 10ft 10ft 10ft 10ft Mot= 20380 ft Ib 27174 ft Ib 27174 ft Ib 20380 ft Ib Mot= 58336 ft Ib 77782 ft Ib 77782 ft Ib 58336 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6ft 17ft 17ft 6ft 90 plf 255 plf 255 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 6ft 12ft 12ft 6ft 120 plf 240 plf 240 pif 120 ptf wall dl= 10 psF 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 390 plf 675 pif 675 pif 390 plf Mr= 42120 ft ib 129600 ft Ib 129600 ft Ib 42120 ft ib OT=Mot-Mr= 16216ft1b -51818ft1b -51818ft1b 16216ft1b HD=OT/I= 901 Ib -2159 Ib -2159 Ib 901 Ib Shearvvail Grid 4 � �� r-�` 1045-13th Street SE Pro ect: YELM Assisted Living Facility w ww Salem,Oregon 97302 Client Mt West Job# 030111-S �'��s phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�� '� fax:503399-8259 Description: B N d I N E E R S, I N C. SHEARWALL DESIGN Shearvvall Grid 4 1st Floor Between Grids 2.6 to 4 4 to 5 Distance Between Grids 25 ft 20 ft Building Width 250 ft 58 ft Length of Walls Wall Height h= 10 ft 10 ft It= 18.00 ft 12= 24.00 ft 13= 24.00 ft unit unit total TOTAL 14= 18.00 ft Wind Load 162 plf 162 ptf 7290 Ib 20440 Ib Total(L)= 84.00 ft Seismic Load 1.285 psf 1285 psf 9522 Ib 48224 Ib Shear(V=1/2 Max W,E) 4761 Ib 24112 Ib Unit Shear(v=V/L) v= 57 plf walll wa112 wall3 wall4 Wall Shear 287 plf 287 plf 287 plf 287 pif Mot=vih v3= 117 pl( 117 plf 117 plf 117 plf �= 18.Oft 24.Oft 24.Oft 18.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 59043 ft Ib 78724 ft Ib 78724 ft Ib 59043 ft Ib v2= 113 plf 113 plf 113 pif 113 plf 1= 18.Oft 24.Oft 24.Oft 18.0(t h2= 20ft 20ft 20ft 20ft Mot= 40760 k Ib 54347 ft Ib 54347 ft Ib 40760 ft ib vt= 57 plf 57 plf 57 plf 57 plf 1= 18.Oft 24.Oft 24.Oft 18.Oft h1= 10ft 10ft 10ft 10ft Mot= 10202 ft Ib 13603 ft Ib 13603 ft Ib 10202 ft Ib Mot= 110005 ft Ib 146674 ft ib 146674 k ib 110005 ft Ib Mr=[dl(trib)]I^ZJ3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 17 psf 17 psf 6 psf 90 pif 255 pif 255 pif 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 6 psf 12 psf 12 psf 6 psf 120 plf 240 plf 240 plf 120 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 6ft 6ft 6ft 6ft 120 plf 120 plf 120 pif 120 plf wal�dl= 10 psf 10 psf 10 psf 10 psf trib= 28 k 28 H 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 610 pif 895 pif 895 plf 610 plf Mr= 65880 ft Ib 171840 ft Ib 171840 ft Ib 65880(t Ib OT=Mot-Mr= 44125 ft Ib -25166 ft Ib -25166 ft Ib 44125 ft ib HD=OT/I= 2451 Ib -1049 Ib -1049 Ib 2451 Ib L . 23 Shearwall Grid 4 1045-13th Street SE Pro ect: YELM Assisted Living Facility ��w� Salem,Oregon 97302 Client: Mt West Job# 030111-S �"��i�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 r�� fax:503399-8259 Description: E N fi I N S E R 5, I NC. SHEARWALL DESIGN Shearwall Grid 5 3rd Floor Between Grids 4 to 5 Distance Between Grids 20 ft Building Width 58 ft Length of Walls Wall Height h= 8 ft N= 24.00(1 t2= za.00 n 13= 0.00 ft unit unit totat 14= 0.00 k Wind Load 130 plf 0 pif 2600 Ib Total(L)= 48.00 ft Seismic Load 2.656 psf 0.000 psf 3081 Ib Shear(V=1/2 Max W,E) 1540 Ib Unit Shear(v=V/L) O v= 32 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 v= 32 plf 32 plf 0 p!f 0 plf 1= 24.Oft 24.Oft O.Oft O.Oft h= 8ft 8ft 8ft 8ft Mot= 6162ft1b 6162ft1b Oftlb Oftlb Mr=[dl(trib)+tOh]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4ft 4ft 4ft Mr= 26880 ft Ib 26880 ft Ib 0 ft Ib 0 k Ib OT=Mot-Mr= -20718 ft ib -20718 ft lb O ft lb O ft ib HD=OT/1= -863 Ib -863 Ib #DIV/O! #DIV/O! 2nd Floor Between Grids 4 to 5 0 Distance Between Grids 20 ft Building Width 58 ft Length of Walls Wall Height h= 10 ft 11 = 24.00 ft 12= 24.00 ft 13= 0.00 ft unit unit totai TOTAL 14= 0.00 ft Wind Load t40 plf 0 plf 2800 Ib 5400 Ib Total(L)= 48.00 ft Seismic Load 2.567 psf 0.000 psf 2978 Ib 6059 Ib Shear(V=1/2 Max W,E) 1489 Ib 3029 Ib Unit Shear(v=V/L) v= 31 plf wall 1 wali 2 wall 3 wa11 4 Wall Shear 63 plf 63 pif 0 pif 0 plf Mot=vlh v3= 32 plf 32 plf 0 plf 0 plf 1= 24.Ok 24.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 13864 ft Ib 13864 ft Ib 0 ft Ib 0 ft Ib v2= 31 plf 31 plf 0 plf 0 plf 1= 24.Oft 24.Oft O.Oft O.Oft h2= 10ft 10ft 10ft 10ft Mot= 7444 ft Ib 7444 k Ib 0 ft Ib 0 ft Ib Mot= 21309ft1b 21309ft1b Oftlb Oftlb Mr=[dl(trib)]I"2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4ft 4ft 4ft 60 plf 60 plf 60 pif 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft Oft Oft 80 plf 80 plf 0 plf 0 plf wall dl= 10 psf �0 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 320 plf 320 plf 240 plf 240 plf Mr= 61440ft1b 61440ft1b Oklb Oftlb OT=Mot-Mr= -40131 ft Ib -40131 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= -1672 Ib -1672 Ib #DIV/01 #DIV/Ot Shearwall Grid 5 �� aY �� l..�oK�'T'r��' ��t... �.►.�N►►.� z 1� F�t-�- 2c.�' -.�---- °� 1/= 2,r�,�'..��''z- 200 �h5 M = �o C�o�/� s �� iI� a � = 1,5 ?oo� _ �•��w •� Fa ,.�..�. �� % k:��1�.. ) - y�. 4^�- ....._,�� ,� .�.�`��. � ,,...� � �. :..,.� `�! �.0.�2U� L C.�' ;,.� �,` ►,1,��'�:f.� ��.l.�o!"j CJ�►r��'1��ctu NG k��.L. �� R � � C� � � M� � � � � - 1� .>, ,� JQ ,,�,�.+� -r-�.?-� �jC.�.� �a.�,�~.� , _,,.. 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DATE e... . � , CLIENT �^ I µ-��i SALEM,OREGON ,� PROJECT ! i��l_.(`�'. � �"+/�Z i(�iC'� �i-`�� _ lN !`:��./+Y �jF �:.t��• � / ��; s`�.t";�.(-.. ^'�1� \.,�/`�. ' .// - i r"1 W -��f' ��' ' /� � ��t/ � ,�J'-�...��/ ''/ — ._ _... .i'� ..� �t�_" ._... / � _'_'_"___'___�__� -^..... ' .� , �- f� �"1 .�L�y�� w--.�..� �.. , J i:. .. . / T ./ , . � ��` � !�� 1 % , �� . i �Y--1!Y�}"L`alJlw..� I�� ` . � � L...Y�C� I';'.f�� I � �i -��/�;.�u�- .""_\ i I TT � /� : \ F'UJJC.Ii�jL�l/��, `\,��` 1 \ � ...\ ✓�" �I � i�~i �� << }�i.. .�� . L�� ✓�,'1 �b, : . I , � T'` -� � ' � �,�Oh: '�1 p��-'- i� y*'�..�-'� _ -- — - S t`. G. r'.�:� ��.! �/ � FILE NO. �� ' �`� SHEET NO. ��"� � " / f��;�.� DATE +'-� ,r .. �� MADE BY �,�_,._ ..r..r.- �.�... CLIENT SALEM,OREGON . F. ��-, PROJECT � 1045-13th Street SE P�oe�i: YELM Assisted Living Facility w �� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/13/03 Y�� fax:503-399-8259 Description: S N (i I N S E R 5. I N C. SHEARWALL DESIGN Shearwall Grid 5 15t Floor Between Grids 4 to 5 0 Distance Between Grids 20 ft Building Width 58 ft Length of Walls Wall Height h= 10 ft I1= 24.00 ft 12= 24.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 0 plf 3240 Ib 8640 Ib Total(L)= 48.00 ft Seismic Load 1.285 psf 0.000 psf 1491 Ib 7549 Ib Shear(V=1/2 Max W,E) 1620 Ib 4320 ib Unit Shear(v=V/L) v=34 plf walll wall2 wall3 wall4 Wall Shear 97 plf 97 plf 0 plf 0 plf Mot=vlh v3= 32 plf 32 plf 0 plf 0 plf 1= 24.Oft 24.Ok 0.0(t O.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 k Mot= 21567ftib 21567ftib Oftlb Oftib v2= 31 plf 31 plf 0 plf 0 pif 1= 24.Oft 24.Oft O.Oft O.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 14889 ft Ib 14889 ft Ib 0 ft Ib 0 it Ib v1= 34 plf 34 plf 0 pif 0 plf 1= 24.Oft 24.Oft O.Oft O.Oft h1= 10ft 10ft 10ft 10ft Mot= 8100ft1b 8100ft1b Oftlb Oftib Mot= 44555 ft Ib 44555 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4 psf 4 psf 4 psf 4 psf 60 pif 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf Vib= 4 psf 4 psf 0 psf 0 psf 80 plf 80 plf 0 plf 0 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4k 80 plf 80 plf 80 pif 80 plf wall dl= t0 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 500 plf 500 plf 420 plf 420 plf Mr= 96000 ft Ib 96000 ft ib 0 ft Ib 0 ft Ib OT=Mot-Mr= -51445 ft ib -51445 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= -2144 Ib •2144 Ib #DIV/0! #DIVfO! � ZJ Sheanvall Grid 5 S 1045-13th Street SE P�o e�t: YELM Assisted Living Facility ��/,,.f' Salem,Oregon 97302 Client: Mt West Job# 030111-5 f��i�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: E N (i I N S E R S, I NC. SHEARWALL DESIGN Shearwail Grid J 3rd Floor Between Grids G-� Distance Between Grids 32 ft 0 ft Building Width 133 ft 0 K Length of Wails Wall Height h= 8 ft 0 ft 11= 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit total 14= 19.00 ft Wind Load 130 plf 0 plf 4160 Ib Total(L)= 43.50 ft Seismic Load 2.656 psf 0.000 psf 11304 Ib Shear(V=1/2 Max W,E) 5652 ib Unit Shear(v=V/L) v= 130 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 � v= 130 plf 130 pif 130 plf 130 pif 1= 16.Oft S.Oft 3.5ft 19.Oft h= 8k 8ft 8ft 8ft Mot= 16631 ft Ib 5197 ft Ib 3638 ft Ib 19749 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 ps( 15 psf trib= 12ft 6ft 4ft 12ft Mr= 22187 ft ib 1417 ft lb 572 ft lb 31287 ft ib OT=Mot-Mr= -5556 ft Ib 3781 ft Ib 3066 ft Ib -11537 ft Ib HD=OT/I= -347 Ib 756 Ib�� 876 I ---7607 Ib �� 5`' 2nd Floor Between Grids G-J 0 Distance Between Grids 32 ft 0 ft Building Width t33 ft 0 ft Length of Walls Wall Height h= 10 ft 0 ft 11= 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit total TOTAL 14= 19.00 ft Wind Load 140 pif 0 plf 4480 Ib 8640 Ib Total(L)= 43.50 ft Seismic Load 2.567 psf 0.000 psf 10925 Ib 22229 Ib Shear(V=1/2 Max W,E) 5463 Ib 11115 Ib Unit Shear(v=V/L) v= 126 plf walll wall2 wall3 watl4 Wail Shear 256 plf<\/ 256 plf 256 plf 256 plf Mot=vih v3= 130 plf 130 plf 130 plf 130 pif 1= 16.Oft S.Oft 3.5ft 19.Oft h2+h3= 18k 18ft 18ft 18ft Mot= 37420 ft Ib 11694 ft Ib 8186 fl Ib 44436 ft Ib v2= 126 plf 126 pif 126 plf 126 plf 1= 16.Oft S.Oft 3.Sft 19.Oft h2= 10k 10ft 10ft 10ft Mot= 20092 ft Ib 6279 ft Ib 4395 ft Ib 23860 ft Ib Mot= 57512 ft Ib 17973 ft Ib 12581 ft Ib 68296 ft Ib Mr=(dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 12ft 6ft 4ft 12ft 180 plf 90 pif 60 plf 180 pif dl3= 20 psf 20 psf 20 psf 20 psf trib= 12ft t2ft 16ft 12ft 240 plf 240 plf 320 pif 240 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 600 plf 510 pif 560 plf 600 plf Mr= 51200 ft Ib 4250 ft Ib 2287 ft Ib 72200 ft Ib OT=Mot-Mr= 6312(t Ib 13723 ft Ib 10294 ft Ib -3904 ft Ib HD=OTlI= 395 Ib� 2745 I� 2941 Ib�205 Ib� � 7 �. 2 C,o Sheanvall Grid J /--r-y�}.��'—'` 1045-13th Street SE P�o e�t: YELM Assisted Living Facility ��/� Salem,Oregon 97302 Client: Mt West Job# 030111-S ��i�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 �� '� fax:503399-8259 Description: S N �i[ N 6 E R S, I NC. SHEARWALL DESIGN Shearwail Grid J 15t Floor Between Grids G-J 0 Distance Between Grids 32 ft 0 ft Building Width 133 ft 0 ft Length of Walls Wall Height h= �0 ft 0 ft 11 = 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit total TOTA� 14= 19.00 ft Wind Load 88 pl( 0 plf 2816 Ib 11456 Ib Total(L)= 43.50 ft Seismic Load 1.285 psf D.000 psf 5469 Ib 27698 Ib Shear(V=1/2 Max W,E) 2734 ib 13849 Ib Unit Shear(v=V/L) v=63 plf wall t wall 2 wail 3 wall 4 Wall Shear 318 plfO�j 316 plf 318 plf 318 plf Mot=vih p v3= 130 pif 130 plf 130 plf 130 plf 1= 16.Oft S.Oft 3.5ft 19.Oft h1+h2+h3= 28 ft 28 k 28 ft 28 ft Mot= 58209 ft Ib 18190 ft Ib 12733 ft Ib 69123 ft Ib v2= 126 plf 126 plf 126 plf 126 plf 1= 16.Oft S.Oft 3.5ft 19.Oft h2= 20ft 20ft 20ft 20ft Mot= 40184 ft Ib 12558 ft Ib 8790 ft Ib 47719 ft Ib v1= 63 plf 63 plf 63 plf 63 plf 1= 16.Oft S.Oft 3.5ft 19.Oft h1 = 10ft 10ft 10ft 10ft Mot= 10058 ft�b 3143 ft Ib 2200 ft Ib 11944 ft Ib Mot= 108451 ft Ib 33891 ft Ib 23724 ft Ib 128786 ft Ib Mr=[dl(trib)jl^213 dir= 15 psf 15 psf 15 psf 15 psf trib= 12 psf 6 psf 4 psf 12 psf 180 plf 90 plf 60 plf 180 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 12 psf 12 psf 16 psf 12 psf 240 pif 240 plf 320 plf 240 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 12ft 12ft 16ft 12ft 240 plf 240 pif 320 plf 240 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 k 28 ft 28 ft 28 N 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 940 plf 850 pif 980 plf 940 plf Mr= 80213 ft Ib 7083 ft Ib 4002 ft Ib 113113 k Ib OT=Mot-Mr= 28238 ft Ib 26808 ft Ib 19722 ft Ib 15672 ft Ib HD=OT/I= 1765 Ib 5362 Ib 5635 Ib 825 Ib \ � �\3� C� �� / �/ �r '�� . 2�'1 Shearvvall Grid J �--��?r',jy�' S.�y'—'� 1045-13th Street SE P�o e�c: YELM Assisted Living Facility ��/� Salem,Oregon 97302 Ciient: Mt West Job# 030111-S �"�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� '' fax:503399-8259 Description: SHEARWALL DESIGN S N 6I N E E R 5, INC. Shearwall Grid G 3rd Floor Between Grids G-J F-G Distance Between Grids 32 ft 8 ft Building Width 133 ft 133 ft Length of Walls Wall Height h= 8 ft 8 ft 11 = 10.00 ft 12= 16.00 ft 13= 20.00 ft unit unit total 14= 8.00 ft Wind Load 130 pif 130 plf 5200 Ib Total(L)= 54.00 ft Seismic Load 2.656 psf 2.656 psf 14130 Ib Shear(V=1I2 Max W,E) 7065 Ib Unit Shear(v=V/L) v= 131 plf Mot=v I h wall t wall 2 wall 3 wall 4 v= 131 plf 131 plf 131 plf 131 plf 1= 10.Oft 16.Oft 20.Oft B.Oft h= 8ft 8ft 8ft 8ft Mot= 10467 ft Ib 16747 ft Ib 20933 ft Ib 8373 ft Ib Mr=[dl(trib)+�Oh]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 23ft t6ft 8ft 19ft Mr= 14167 ft Ib 27307 ft Ib 25667 ft Ib 7787 ft Ib OT=Mot-Mr= -3700(t Ib -10560 ft Ib -4733 ft Ib 587 ft Ib HD=OT/I= -370 Ib -660 Ib -237 Ib 73 Ib 2nd Floor Between Grids G-J F-G Distance Between Grids 32 ft 8 ft Building Width 133 ft 133 ft Length of Walls Wall Height h= 10 ft t0 ft 11= 10.00 ft 12= 16.00 ft 13= 20.00 ft unit unit total TOTAL 14= 8.00 ft Wind Load 140 plf 140 plf 5600 Ib 10800 Ib Total(L)= 54.00 ft Seismic Load 2.567 psf 2.567 psf 13656 Ib 27786 Ib Shear(V=1/2 Max W,E) 6828 Ib 13893 Ib Unit Shear(v=V/L) v= 126 plf wall 1 wali 2 wall 3 wall 4 Wall Shear 257 pif 257 plf 257 plf 257 plf Mot=vlh v3= 131 plf 131 plf 131 plf 131 plf 1= 10.Ofl 16.Ofl 20.Oft B.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 23550 ft Ib 37680 ft Ib 47100 ft Ib 18840 ft Ib v2= 126 plf 126 plf 126 plf 126 pif 1= 10.Oft 16.Oft 20.Oft S.Oft h2= 10ft 10ft 10ft 10ft Mot= 12645 ft Ib 20232 ft Ib 25290 k Ib 10116 ft Ib Mot= 36195 H Ib 57912 ft Ib 72389 ft Ib 28956 ft Ib Mr=(dt(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 23ft 16ft 8ft 19ft 345 plf 240 plf 113 plf 285 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 23ft 16ft 16ft 19ft 460 plf 320 plf 320 plf 380 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 985 plf 740 plf 613 pif 845 plf Mr= 32833 ft Ib 63147 ft Ib 81667 ft Ib 18027 ft ib OT=Mot-Mr= 3361 ft Ib -5235 ft Ib -9277 ft Ib 10929 ft Ib HD=OT/I= 336 Ib -327 Ib -464 Ib 1366 Ib L 2� Shearwall Grid G –'/`,==rf��/�J1I/�'—` 1045-13th Street SE Pro e�t: YELM Assisted Living Facility �Y��/�,.� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: E N li I N S E R S, i NC. SHEARWALL DESIGN Shearwall Grid G 1st Floor Between Grids G-J F-G Distance Between Grids 32 ft 8 h Building Width 133 ft 133 ft Length of Walls Wall Height h= 10 ft 10 ft 11 = 10.00 ft 12= 16.00 ft 13= 20.00 ft unit unit total TOTAL 14= 8.00 ft Wind Load 88 plf 88 plf 3520 Ib 14320 Ib Total(L)= 54.00 ft Seismic Load 1.285 psf 1.285 psf 6836 Ib 34623 ib Shear(V=1/2 Max W,E) 3418 Ib 17311 Ib Unit Shear(v=V/L) v=63 pif wa111 wall2 wall3 wall4 Wall Shear 321 plf 321 plf 321 plf 321 plf Mot=vlh v3= 131 pif 131 plf 131 plf 131 plf 1= 10.Oft 16.Oft 20.0(t B.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 36633 ft Ib 58613 ft Ib 73266 ft Ib 29307 ft Ib v2= 126 plf 126 plf 126 plf 126 plf 1= 10.Oft 16.Oft 20.Oft B.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 25290 R Ib 40464 ft Ib 50579(t Ib 20232 ft Ib v1 = 63 plf 63 plf 63 plf 63 pif 1= tO.Oft 16.Oft 20.Oft B.Oft h1= 10ft 10ft 10ft 10ft Mot= 6330 ft Ib 10128 ft Ib 12660 ft Ib 5064 ft Ib Mot= 68253 ft Ib 109204 ft Ib 136505 ft Ib 54602 ft Ib Mr=(dl(trib)jl^2/3 dir= 15 psf 15 psf 15 psf 15 psf trib= 23 psf 16 psf 8 psf 19 psf 345 plf 240 plf 113 plf 285 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 23 psf 16 psf 16 psf 19 psf 460 plf 320 plf 320 plf 380 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 22ft 16ft 16ft 19ft 440 plf 320 pif 320 pif 380 plf wall dl= t0 psf 10 psf 10 psf 10 psf trib= 28 ft 28 K 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 1525 plf 1160 plf 1033 plf 1325 plf Mr= 50833 ft Ib 98987 ft Ib 137667 ft Ib 28267 ft Ib OT=Mot-Mr= 17419 ft Ib 10218 ft Ib -1161 ft Ib 26335 ft Ib HD=OT/I= 1742 Ib 639 Ib -58 Ib 3292 Ib � 2 �1 Shearwall Grid G i 1045-13th Street SE P�o e�t: YELM Assisted Living Facility w��ww�i Salem,Oregon 97302 Client: Mt West Job# 030111-S ��i�� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503399-8259 Description: E N G I N E E R S, I N C. SHEARWALL DESIGN Shearwall Grid F 3rd Floor Between Grids D-F F-G Distance Belween Grids 32 ft 8 R Building Width 133 ft 133 ft Length of Walis Wall Height h= 8 ft 8 ft 11= 10.00 ft 12= 18.00 ft 13= 20.00 ft unit unit total 14= 8.00 ft Wind Load 130 pif 140 plf 5280 Ib Total(L)= 56.00 ft Seismic Load 2.656 psf 2.656 psf 14130 Ib Shear(V=1/2 Max W,E) 7065 Ib Unit Shear(v=V/L) v= 126 plf Mot=v I h wall 1 wail 2 wall 3 wall 4 v= 126 plf 126 plf 126 plf 126 plf 1= 10.Oft 18.Oft 20.Oft S.Oft h= Sft 8ft Sft 8ft Mot= 10093 ft Ib 18167 ft Ib 20186 ft Ib 8074 fl Ib Mr=[dl(trib)+�Oh]i^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 23ft 16ft 8ft 19ft Mr= 14167 ft Ib 34560 ft Ib 25667 ft Ib 7787 ft Ib OT=Mot-Mr= -4074 ft Ib -16393 ft Ib -5481 ft Ib 288 ft Ib HD=OT/I= -407 Ib -911 Ib -274 Ib 36 Ib 2nd Floor Belween Grids D-F F-G Distance Between Grids 32 ft 8 ft Buiiding Width 133 ft 133 ft Length of Walls Wall Height h= 10 ft 10 ft It= 10.00 ft 12= 18.00 ft 13= 20.00 ft unit unit total TOTAL 14= 8.00 ft Wind Load 140 plf 140 pif 5600 Ib 10880 Ib Total(L)= 56.00 ft Seismic Load 2.567 psf 2.567 psf 13656 ib 27786 Ib Shear(V=1/2 Max W,E) 6828 Ib 13893 Ib Unit Shear(v=V/L) v= 122 plf wall 1 wall 2 wall 3 wali 4 Wall Shear 248 pif 248 pif 248 plf 248 plf Mot=vlh v3= 126 plf 126 plf 126 plf 126 plf 1= 10.Oft 18.Oft 20.Oft S.Ok h2+h3= 18ft 18ft 18ft 18ft Mot= 22709 ft Ib 40876 ft Ib 45418 ft Ib 18167 ft Ib v2= 122 plf 122 plf 122 plf 122 plf 1= 10.Oft 18.Oft 20.Oft 8.Oft h2= 10ft 10ft 10ft 10ft Mot= 12193 ft Ib 21948 ft Ib 24387 it Ib 9755 ft Ib Mot= 34902 ft Ib 62824 ft Ib 69804 ft Ib 27922 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 23ft 16ft 8ft 19ft 345 plf 240 plf 113 plf 285 plf di3= 20 psf 20 psf 20 psf 20 psf trib= 23ft 16ft 16ft 19ft 460 plf 320 plf 320 plf 380 plf wall di= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18fl 18ft 180 plf 180 plf 180 plf 180 pif sum dl(trib)= 985 plf 740 plf 613 plf 845 plf Mr= 32833 ft Ib 79920 ft Ib 81667 ft Ib 18027 ft Ib OT=Mot-Mr= 2069 ft Ib -17096 ft Ib -11863 ft Ib 9895 ft Ib HD=OT/I= 207 Ib -950 Ib -593 Ib 1237 Ib L 30 Shearwall Grid F 3 1045-13th Street SE Pro ect: YELM Assisted Living Facility ��y� Salem,Orego�97302 Client: Mt West Job# 030111-S ��f phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� ■�� fax:503-399-8259 Description: SHEARWALL DESIGN SN (iINEERS, INC. Shearwall Grid F 15t Floor Between Grids D-F F-G Distance Between Grids 32 ft 8 ft Building Width �33 ft 133 R Length of Walls Wall Height h= 10 ft 10 ft 11 = 10.00 ft 12= 18.00 ft 13= 20.00 ft unit unit total TOTAL 14= 8.00 ft Wind Load 88 plf 88 pl( 3520 Ib 14400 Ib Total(L)= 56.00 ft Seismic Load 1.285 psf 1.285 psf 6836 Ib 34623 Ib Shear(V=1/2 Max W,E) 3418 Ib 17311 Ib Unit Shear(v=V/l) v=61 plf waill wall2 wail3 wall4 Wall Shear 309 pif 309 plf 309 plf 309 plf Mot=vih v3= 126 plf 126 plf 126 plf 126 plf 1= tO.Oft 18.Oft 20.Oft B.Oft ht+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 35325 ft Ib 63585 ft Ib 70650 ft Ib 28260 k Ib v2= 122 plf 122 plf 122 plf 122 plf 1= 10.Oft 18.Oft 20.Oft S.Oft h2= 20ft 20ft 20ft 20ft Mot= 24387 ft Ib 43896 ft Ib 48773 ft Ib 19509 ft Ib v1= 61 plf 61 plf 61 plf 61 plf 1= 10.Oft 18.Oft 20.Oft B.Ok h1= 10ft 10ft 10ft 10ft Mot= 6104 fl Ib 10987 ft Ib 12208 fl Ib 4883 ft Ib Mot= 65815 ft Ib 118467 ft Ib 131630 ft Ib 52652 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 23 psf 16 psf 8 psf 19 psf 345 plf 240 plf 113 plf 285 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 23 psf 16 psf 16 psf 19 psf 460 plf 320 plf 320 plf 380 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 22ft 16ft 16ft 19ft 440 plf 320 plf 320 plf 380 pif walt dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 fl 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 1525 plf 1160 pif 1033 plf 1325 plf Mr= 50833 ft ib 125280 ft Ib 137667 ft Ib 28267 ft Ib OT=Mot-Mr= 14982 ft Ib -6813 ft Ib -6037 ft Ib 24385 ft Ib HD=OT/I= 1498 Ib -378 Ib -302 Ib 3048 Ib ` � � Shearwali Grid F 1045-13th Street SE P�o e�t: YELM Assisted Living Facility w��ww;� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: SHEARWALL DESIGN S N 6I N E E R 5, INC. Shearwatl Grid D 3rd Floor Between Grids D-F Distance Between Grids 32 ft 0 ft Building Width 133 k 0 ft Length of Walls Wall Height h= 8 ft 0 ft I1= 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit total 14= 17.00 ft Wind Load 130 plf 0 plf 4160 Ib Total(L)= 41.50 ft Seismic Load 2.656 psf 0.000 psf 11304 Ib Shear(V=1/2 Max W,E) 5652 Ib Unit Shear(v=V/L) v= 136 plf Mot=v I h wali 1 wall 2 wali 3 wali 4 v= 136 plf 136 plf 136 pif 136 pIf 1= 16.Oft S.Oft 3.Sft 17.Oft h= Sft 8ft 8fl 8ft Mot= 17433 k Ib 5448 ft Ib 3813 ft Ib 18522 ft Ib Mr=[dl(trib)�10h]t^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 12ft 6ft 4ft 12ft Mr= 22187 ft Ib 1417 ft Ib 572 ft Ib 25047 ft ib OT=Mot-Mr= -4754 ft Ib 4031 ft Ib 3242 ft Ib -6525 ft Ib HD=OT/I= -297 Ib 806 Ib 926 Ib -384 Ib 2nd Floor Between Grids D-F 0 Distance Between Grids 32 ft 0 ft Building Width 133 ft 0 ft Length of Walis Wall Height h= 10 ft 0 ft 11= 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit totai TOTAL 14= 17.00 ft Wind Load 140 plf 0 plf 4480 Ib 8640 Ib Total(L)= 41.50 ft Seismic Load 2.567 psf 0.000 psf 10925 Ib 22229 Ib Shear(V=1l2 Max W,E) 5463 Ib 11115 Ib Unit Shear(v=V!L) v= 732 plf wail t wali 2 wall 3 wall 4 Wall Shear 268 plf 268 pif 268 plf 268 pif Mot=vlh v3= 136 plf 136 plf 136 plf 136 pif 1= 16.Oft 5.Oft 3.5ft 17.Oft h2+h3= 18k 18ft 18ft 18ft Mot= 39223 ft Ib 12257 ft Ib 8580 ft Ib 41675 ft Ib v2= 132 plf 132 plf 132 plf 132 plf 1= 16.Oft S.Oft 3.5ft 17.Oft nz= ioh �on �on �on Mot= 21061 ft Ib 6581 ft Ib 4607 R Ib 22377 ft Ib Mot= 60284 ft Ib 18839 ft Ib 13187 ft Ib 64052 ft Ib Mr=[dl(trib)]I^213 dir= 15 psf 15 psf 15 psf 15 psf trib= 12ft 6ft 4ft 12ft 180 plf 90 plf 60 plf 180 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 12ft 12ft 16ft 12fl 240 plf 240 plf 320 plf 240 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18K 18k 18ft 18ft 180 plf 180 plf 180 plf 180 pif sum dl(trib)= 600 plf 510 pif 560 plf 600 plf Mr= 51200 ft Ib 4250 ft Ib 2287 ft Ib 57800 ft ib OT=Mot-Mr= 9084 ft Ib 14589 ft Ib 10900 ft Ib 6252 ft Ib HD=OT/I= 568 Ib 2918 Ib 3114 Ib 368 Ib � . 3� SheanNall Grid D �''—` 1045-13th Street SE P�o e�,: YELM Assisted Living Facility w`�� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: E N O I N E E R S. I NC. SHEARWALL DESIGN Shearwall Grid D 1st Floor Between Grids D-F 0 Distance Beriveen Grids 32 ft 0 ft Buildi�g Width 133 ft 0 ft Length of Walis Wall Height h= 10 ft 0 ft 11= 16.00 ft 12= 5.00 ft 13= 3.50 ft unit unit total TOTAL 14= 17.00 ft Wind Load 88 pif 0 pif 2816 Ib 11456 Ib Total(L)= 41.50(t Seismic Load 1285 psf 0.000 psf 5469 Ib 27698 Ib Shear(V=1/2 Max W,E) 2734 Ib 13849 Ib Unit Shear(v=V/L) v=66 plf wall 1 wali 2 wall 3 wall 4 Wall Shear 334 plf 334 plf 334 plf 334 plf Mot=vlh v3= 136 plf 136 pif 136 plf 136 pif 1= 16.Oft 5.Oft 3.5ft 17.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 61014 k Ib 19067 ft Ib 13347 ft Ib 64827 ft Ib v2= 132 plf 132 plf 132 plf 132 plf 1= 16.Oft 5.Oft 3.5ft 17.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 42121 ft Ib 13163 ft Ib 9214 ft Ib 44754 ft Ib v1= 66 plf 66 plf 66 plf 66 plf 1= 16.Oft 5.Oft 3.5ft 17.Ofl h1= 10ft 10ft 10ft 10ft Mot= 10543 ft Ib 3295 ft Ib 2306 ft Ib 11201 ft Ib Mot= 113678 ft Ib 35524 ft Ib 24867 ft Ib 120783 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 12 psf 6 psf 4 psf 12 psf 180 plf 90 plf 60 pif 180 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 12 psf 12 psf 16 psf 12 psf 240 pif 240 plf 320 plf 240 plf d12= 20 psf 20 psf 20 psf 20 psf trib= 12ft 12ft 16ft 12ft 240 pif 240 plf 320 plf 240 pif wail dl= 10 psf 'i0 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 940 plf 850 plf 980 plf 940 plf Mr= 80213 ft Ib 7083 ft Ib 4002 ft Ib 90553 ft Ib OT=Mot-Mr= 33464 ft Ib 28441 ft Ib 20865 ft Ib 30229 ft Ib HD=OT/I= 2092 Ib 5688 Ib 5962 Ib 1778 Ib L ' �,.'� Shearwall Grid D 1045-13th Street SE Pro'ect: YELM Assisted Living Facility ��.�' Salem,Oregon 97302 Client: Mt West Job# 030111-S ��`�� phone 503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503399-8259 Description: SHEARWALL DESIGN ENaINEERS, INC. Shearwall Grid 10 3rd Floor Between Grids 10 to 10.7 Distance Between Grids 22 ft 0 ft Building Width 70 ft 0 ft Length of Walls Wall Height h= 8 ft 0 ft 11= 25.00 ft 12= 15.00 ft 13= 0.00 ft unit unit total 14= 0.00 ft Wind Load 130 plf 0 pif 2860 Ib Total(L)= 40.00 ft Seismic Load 2.656 psf 0.000 psf 4090 Ib Shear(V=1/2 Max W,E) 2045 Ib Unit Shear(v=V/L) v= 51 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 v= 51 plf 51 plf 0 plf 0 plf 1= 25.Oft 75.Oft O.Oft O.Oft h= Sft 8ft 8ft 8k Mot= 10226ft1b 6135ft1b Oftlb Oftlb Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 6ft 4ft 4ft Mr= 35417ftib 12750ftib Oftlb Oftlb OT=MOt-Mr= -25191 ftlb -6615ft1b Oftib Oftlb HD=OT/l= -1008 Ib -441 Ib #DIV/0! #DIV/O! 2nd Floor Between Grids 10 to 10.7 0 Distance Beriveen Grids 23 ft 0 ft Building Width 70 ft 0 ft Length of Walls Wall Height h= 10 ft 0 ft 11= 25.00 ft 12= 15.00 ft 13= 0.00 ft u�it unit total TOTAL 14= 0.00 ft Wind Load 140 plf 0 plf 3220 Ib 6080 Ib Total(L)= 40.00 ft Seismic Load 2.567 psf 0.000 psf 4133 Ib 8223 Ib Shear(V=1/2 Max W,E) 2066 Ib 4112 Ib Unit Shear(v=V/L) v= 52 plf wall 1 wali 2 wail 3 wall 4 Wall Shear 103 pif 103 pif 0 pif 0 plf Mot=vlh v3= 51 pif 51 plf 0 plf 0 plf 1= 25.Oft 15.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 23008 ft Ib 13805 ft Ib 0 ft Ib 0 R Ib v2= 52 plf 52 plf 0 plf 0 plf 1= 25.Oft 15.Oft O.OK O.Oft h2= 10ft 10ft tOft 10ft Mot= 12915 ft lb 7749 ft lb O ft lb O ft ib Mot= 35923 ft Ib 21554 ft tb 0 ft Ib 0 ft Ib Mr=(dl(trib)]I^2/3 dir= 15 psf 15 psf 15 psf 15 psf trib= sft sft 4ft 4ft 90 plf 90 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 pif 180 plf 180 plf 180 plf sum dl(trib)= 350 plf 350 plf 320 plf 320 pif Mr= 72917 ft Ib 26250 ft ib 0 ft Ib 0 ft Ib OT=Mot-Mr= -36994 ft Ib -4696 ft Ib 0 ft Ib 0 ft Ib HD=OT/I= •1480 Ib 313 Ib #DIV/Ol #DIV/Ol � . 3�- Sheanvall Grid 10 1045-13th Street SE Pro ect: YELM Assisted Living Facility �ww�+ Salem,Oregon 97302 Client: Mt West Job# 030111-S �.ti�T�� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� ■�� fax:503-399-8259 Description: SHEARWALL DESIGN S NfiINSERS, INC. Shearvvail Grid 10 1st Floor Between Grids 10 to 10.7 0 Distance Between Grids 23 ft 0 ft Building Width 70 ft 0 ft Length of Walis Wall Height h= 10 fl 0 ft 11= 25.00 ft 12= 25.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 0 plf 3726 Ib 9806 Ib Total(L)= 50.00 ft Seismic Load 1285 psf 0.000 psf 2069 Ib 10292 Ib Shear(V=1/2 Max W,E) 1863 Ib 5146 Ib Unit Shear(v=V/L) v=37 plf walll wall2 wall3 wall4 Wall Shear 140 plf 140 plf 0 plf 0 plf Mot=vlh v3= 51 pif 51 plf 0 plf 0 plf 1= 25.Oft 15.Oft O.Ok O.Oft h1+h2+h3= 28 ft 28 ft 28 H 28 ft Mot= 35790 ft Ib 21474 ft Ib 0 ft Ib 0 ft Ib v2= 52 plf 52 plf 0 plf 0 plf 1= 25.Oft 15.Oft O.Oft O.Oft h2= 20ft 20ft 20ft 20ft Mot= 25830 ft Ib 15498 ft Ib 0 k Ib 0 ft Ib vt= 37 plf 37 plf 0 plf 0 plf 1= 25.Oft 25.Oft O.Oft O.Oft h1 = 10ft 10ft 10ft 10ft Mot= 9315ft1b 9315ft1b Oftlb Oftlb Mot= 70935 ft Ib 46287 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dir= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 6 psf 4 psf 4 psf 90 plf 90 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 pif 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 plf sum dl(trib)= 530 plf 530 plf 500 plf 500 pif Mr= 110417ft1b 110417ftib Oklb Oftlb OT=Mot-Mr= -39482 ft Ib -64130 ft Ib 0 ft Ib 0 ft Ib HD=OT/1= -1579 Ib -2565 Ib #DIV/O! #DIV/O! �„, � �J Sheanvall Grid 10 �� 1045-13th Street SE P�o e�t: YELM Assisted Living Facility w��i Salem,Oregon 97302 Client: Mt West Job# 030111-5 �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: E N (i I N E E R S, I NC. SHEARWALL DESIGN Shearwall Grid 10.7 3rd Floor Between Grids 10 to 10.7 10.7 to 11.3 �istance Between Grids 2z ft 22 h Building Width 70 ft 74 ft Length of Wails Wall Height h= 13 ft 13 ft N= 10.00 ft 12= 6.00 ft 13= 6.00 ft unit unit total 14= 10.00 ft Wind Load 130 plf 155 plf 6270 ib Total(L)= 32.00 ft Seismic Load 2.656 psf 2.656 psf 8414 Ib Shear(V=1/2 Max W,E) 4207 Ib Unit Shear(v=V/L) �= 13�p�f Mot=v i h wall 1 wall 2 wall 3 wall 4 v= 131 plf 131 plf 131 plf 131 pif 1= 10.Oft 6.Ok 6.Oft 10.Oft h= 13ft 13ft 13ft 13ft Mot= 17091 ft Ib 10255 ft Ib 10255 ft Ib 17091 ft Ib Mr=[dl(trib)+10hj1^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 10ft 10ft 4ft 4ft Mr= 9333 ft Ib 3360 ft Ib 2280 ft Ib 6333 ft Ib OT=Mot-Mr= 7758 ft Ib 6895 fl Ib 7975 ft Ib 10758 ft Ib HD=OT/I= 776 Ib 1149 Ib 1329 Ib 1076 Ib 2nd Floor Between Grids 10 to 10.7 10.7 to 11.3 Distance Between Grids 23 ft 22 ft Building Width 70 ft 74 ft Le�gth of Walls Wali Height h= 10 ft 10 ft N = 10.00 ft 12= 6.00 ft 13= 6.00 ft unit unit total TOTAL 14= 10.00 ft Wind Load 140 plf 190 plf 7400 Ib 13670 Ib Total(L)= 32.00 ft Seismic Load 2.567 psf 2.567 psf 8312 Ib 16726 Ib Shear(V=1/2 Max W,E) 4156 Ib 8363 Ib Unit Shear(v=V/L) v= 130 plf walll wall2 wall3 wall4 Wali Shear 261 plf 261 plf 261 pif 261 plf Mot=vlh v3= 131 plf 131 plf 131 plf 131 plf 1= tO.Oft 6.Oft 6.Oft 10.Oft h2+h3= 23 fl 23 ft 23 ft 23 ft Mot= 30239 ft Ib 18143 ft Ib 18743 ft Ib 30239 ft Ib v2= 130 plf 130 plf 130 plf 130 plf 1= 10.Ok 6.Oft 6.Oft 10.Oft h2= 10ft tOft 10ft 10ft Mot= 12987 ft Ib 7792 ft Ib 7792 k Ib 12987 ft Ib Mot= 43226 ft Ib 25936 ft Ib 25936 ft Ib 43226 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 10ft tOft 4ft 4ft 150 plf 150 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4k 80 plf 80 plf 80 plf 80 pif wall dl= 10 psf 10 psf 10 psf 10 psf trib= 23 ft 23 ft 23 ft 23 ft 230 plf 230 plf 230 plf 230 plf sum dl(trib)= 460 plf 460 plf 370 plf 370 plf Mr= 15333 ft Ib 5520 ft Ib 4440 ft Ib 12333 ft Ib OT=Mot-Mr= 27893 ft Ib 20416 ft ib 21496 ft Ib 30893 ft Ib HD=OT/I= 2789 Ib 3403 Ib 3583 Ib 3089 Ib �•��+0 Shearvvall Grid 10.7 /— y�•'—� 1045-13th Street SE P�o e�t: YELM Assisted Living Facility ��wy� Salem,Oregon 97302 Client: Mt West Job# 030111-5 ��✓'� phone:503-399-1399 Desi ner: MSG Checked: Date: 2114/03 r�� fax:503399-8259 Description: SHEARWALL DESIGN E N �3INSERS, INC. Shearvvall Grid 10.7 1st Floor Between Grids 10 to 10.7 10.7 to 11.3 Distance Behveen Grids 23 ft 22 ft Buiiding Width 70 ft 74 ft Length of Walls Wall Height h= 10 ft 10 ft 11 = 10.00 ft 12= 6.00 ft 13= 6.00 ft unit unit totai TOTAL 14= 10.00 ft Wind Load 162 plf 162 plf 7290 Ib 20960 Ib Total(L)= 32.00 ft Seismic Load 1285 psf 1.285 psf 4161 Ib 20887 Ib Shear(V=1/2 Max W,E) 3645 Ib 10480 Ib Unit Shear(v=V!L) v= 114 plf wall 1 wali 2 wall 3 wall 4 Wall Shear 375 plf 375 plf 375 plf 375 plf Mot=vlh v3= 131 plf 131 plf 131 plf 131 plf 1= 10.Oft 6.Oft 6.Oft 10.Oft h1+h2+h3= 33 ft 33 ft 33 ft 33 ft Mot= 43386 ft Ib 26031 ft Ib 26031 ft Ib 43386 ft Ib v2= 130 plf 130 plf 130 plf 130 plf 1= 10.Oft 6.Oft 6.Ott 10.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 25975 ft Ib 15585 ft Ib 15585 ft Ib 25975 ft Ib v1= 114 plf 114 plf 114 plf 114 plf 1= 10.Oft 6.Oft 6.Oft 10.Oft h1= tOft 10ft 10k 10ft Mot= 11391 ft Ib 6834 ft Ib 6834 ft Ib 11391 ft Ib Mot= 80751 ft Ib 48451 ft Ib 48451 ft Ib 80751 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 10 psf 10 psf 4 psf 4 psf 150 plf 150 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 pif 80 plf 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 33 ft 33 ft 33 ft 33 ft 330 plf 330 plf 330 plf 330 plf sum dl(trib)= 640 plf 640 pif 550 pif 550 pif Mr= 21333 ft Ib 7680 ft Ib 6600 ft Ib 18333 ft Ib OT=Mot-Mr= 59418 ft Ib 40771 ft Ib 41851 ft Ib 62418 ft ib HD=OT/I= 5942 Ib 6795 Ib 6975 Ib 6242 Ib � �� Sheanvall Grid 10.7 ,..•-�' I.�y�'—' 1045-13th Street SE P�o e�t: YELM Assisted Living Facility w��w� Salem,Oregon 97302 Client: Mt West Job# 030111-S �.�i��Yr phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: SHEARWALL DESIGN SNl3INEERS, INC. Shearwall Grid 11.3 3rd Floor Between Grids 11.3 to 12 107 to 11.3 Distance Between Grids 23 ft 22 ft Building Width 70 ft 74 ft Length of Walls Wall Height h= 13 ft 13 ft 11 = 10.00 ft iz= s.00 n i3= s.00 n unit unit total 14= 10.00 ft Wind Load 130 pif 155 plf 6400 Ib Total(L)= 32.00 ft Seismic Load 2.656 psf 2.656 psf 8600 Ib Shear(V=1/2 Max W,E) 4300 Ib Unit Shear(v=VIL) v= 734 plf Mot=v I h wali 1 wall 2 wall 3 wall 4 v= 134 plf 134 plf 134 plf 134 pif i= �o.o n s.o n s.o n �o.o n h= 13ft 13fl 13ft 13ft Mot= 17469 ft Ib 10481 ft Ib 10481 ft Ib 17469 ft Ib Mr=[dl(trib)+10h]I^2/3 dl= 15 psf 15 psf 15 psf 15 psf trib= 10ft tOfl 4fl 4ft Mr= 9333 ft Ib 3360 ft Ib 2280 ft Ib 6333 ft Ib OT=Mot-Mr= 8136ft1b 7121 ftlb 8201 ftlb 11136ft1b HO=OT/I= 814 Ib 1187 Ib 1367 Ib 1114 Ib 2nd Floor Between Grids 11.3 to 12 10.7 to 11.3 Distance Between Grids 23 ft 22 ft Building Width 70 ft 74 ft Length of Walis Wall Height h= 10 ft 10 ft 11 = 10.00 ft 12= 6.00 ft 13= 6.00 ft unit unit total TOTAL 14= 10.00 ft Wind Load 140 pif 190 plf 7400 Ib 13800 Ib Total(L)= 32.00 ft Seismic Load 2.567 psf 2.567 psf 8312 Ib 16912 Ib Shear(V=1/2 Max W,E) 4156 Ib 8456 Ib Unit Shear(v=V/L) v= 130 plf walll wall2 wall3 wa114 Wall Shear 264 plf 264 plf 264 pif 264 pif Mot=vlh v3= 134 plf 134 plf 134 plf 134 plf 1= 10.Oft 6.Oft 6.Oft 10.Oft h2+h3= 23 ft 23 ft 23 fl 23 ft Mat= 30907 ft Ib 78544 ft ib 18544 f!Ib 30907 ft Ib v2= 130 plf 130 plf 130 plf 130 plf 1= 10.Oft 6.Oft 6.Oft 10.Oft h2= 10ft tOft 10ft 10ft Mot= 12987 ft Ib 7792 ft Ib 7792 ft Ib 12987 ft Ib Mot= 43894 ft Ib 26336 ft Ib 26336 ft Ib 43894 ft Ib Mr=[dl(trib)]I"2(3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 10ft 10ft 4ft 4ft 150 pif 150 pif 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 23 ft 23 ft 23 k 23 ft 230 plf 230 plf 230 plf 230 plf sum dl(trib)= 460 plf 460 plf 370 plf 370 plf Mr= 15333 ft Ib 5520 ft Ib 4440 ft Ib 12333 ft Ib OT=Mot-Mr= 28561 ft Ib 20816 ft Ib 21896 k Ib 31561 ft Ib HD=OT/l= 2856 Ib 3469 Ib 3649 Ib 3156 Ib Shearwall Grid 11.3 � � '" �� „_y,_.� YELM Assisted Living Facility 1045-13th Street SE Pro'ect: w�� Salem,Oregon 97302 Client: Mt West Job# 030�11-S f��`��r phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� -/ fax:503-399-8259 Description: SHEARWALL DESIGN ENdINBERS, INC. Shearwall Grid 11.3 1st Floor Between Grids 11.3 to 12 10.7 to 11.3 Distance Between Grids 23 ft 22 ft Building Width 70 ft 74 ft Length of Walls Wall Height h= 10 ft 10 ft 11 = 10.00 ft 12= 6.00 ft 13= 6.00 ft unit unit total TOTAL 14= 10.00 ft Wind Load 162 plf 162 plf 7290 Ib 21090 Ib Total(L)= 32.00 ft Seismic Load 1 285 psf 1.285 psf 4161 Ib 21073 Ib Shear(V=1/2 Max W,E) 3645 Ib 10545 Ib Unit Shear(v=V/L) v= 114 plf wali 1 wali 2 wall 3 wall 4 Wali Shear 378 plf 378 plf 378 plf 378 plf Mot=vlh v3= 134 plf 134 plf 134 plf 134 plf i= �o.o n s.o h s.o n �o.o n h1+h2+h3= 33 ft 33 ft 33 ft 33 k Mot= 44344 ft Ib 26607 ft Ib 26607 ft Ib 44344 ft Ib v2= 130 plf 130 plf 130 plf 130 plf 1= tO.Oft 6.Ok 6.Oft 10.Oft h2= 20ft 20ft 20ft 20ft Mot= 25975 ft Ib 15585 ft Ib 15585 ft Ib 25975 ft Ib v1= 114 plf 114 plf 114 plf 114 pif 1= tO.Oft 6.Oft 6.Oft 10.Oft h1= 10ft 10ft 10ft 10ft Mot= 11391 ft Ib 6834 ft Ib 6834 ft Ib 11391 ft Ib Mot= 81710 ft Ib 49026 ft Ib 49026 ft Ib 81710 ft Ib Mr=[di(trib)]i^2J3 dlr= 15 psf 15 psf 15 psf 15 psf t�b= 10 psf 10 psf 4 psf 4 psf 150 plf 150 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf SO plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 plf 80 pif 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 33 ft 33 ft 33 ft 33 ft 330 plf 330 plf 330 pif 330 plf sum dl(trib)= 640 pif 640 plf 550 plf 550 plf Mr= 21333 ft Ib 7680 ft Ib 6600 k Ib 18333 ft Ib OT=Mot-Mr= 60377 ft Ib 41346 ft ib 42426 ft Ib 63377 ft Ib HD=OT/I= 6038 Ib 6891 Ib 7071 Ib 6338 Ib �,.r �� Sheanvall Grid 11.3 �r �,�� YELM Assisted Living Facility 1045-13th Street SE Pro'ect: w��./ Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax 503399-8259 Description: SHEARWALL DESIGN ENGINEERS, INC. Shearwall Grid 12 3rd Floor Between Grids 11.3 to 12 12 ta 13 Distance Between Grids 23 ft 35 ft Building Width 70 ft 94 ft Length of Walls Wall Height h= 8 ft 8 K 11= 32.00 ft 12= 20.00 ft 13= 0.00 ft unit unit total 14= 0.00 ft Wind Load 130 pif 130 plf 7540 Ib Total(L)= 52.00 ft Seismic Load 2.656 psf 2.656 psf 13014 Ib Shear(V=1/2 Max W,E) 6507 Ib Unit Shear(v=V/L) v= 125 plf Mot=v I h wall 1 wall 2 wall 3 wall 4 v= 125 plf 125 plf 0 plf 0 pif 1= 32.Oft 20.Oft O.Ok O.Oft h= gh gK 8ft 8ft Mot= 32035 ft Ib 20022 ft Ib 0 H Ib 0 ft Ib Mr=[dl(trib)+tOh]I^2l3 dl= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4ft 4ft 4ft Mr= 47787 ft lb 18667 ft lb O ft lb O ft lb OT=Mot-Mr= -15751ft1b 1355ft1b Oftib Oftib HD=OT/I= -492 Ib 68 Ib #DIV/O! #DIVI01 2nd Floor Between Grids 11.3 to 12 12 to 13 Distance Between Grids 23 ft 35 ft Building Width 70 ft 94 ft Length of Wails Wall Height h= 10 ft 10 ft 11 = 32.00 ft i2= 20.0o n 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 140 plf 140 pif 8120 Ib 15660 Ib Total(L)= 52.00 ft Seismic Load 2.567 psf 2.567 psf 12578 Ib 25593 Ib Shear(V=1/2 Max W,E) 6289 ib 12796 Ib Unit Shear(v=V!L) v= 121 plf walll wall2 wall3 wall4 Wall Shear 246 plf 246 plf 0 plf 0 plf Mot=vlh v3= 125 plf 125 plf 0 plf 0 plf 1= 32.Oft 20.Oft O.Oft O.Oft h2+h3= 18ft 18ft 18k 18ft Mot= 72080 ft Ib 45050 ft Ib 0 ft Ib 0 ft Ib v2= 121 plf 121 pif 0 plf 0 plf 1= 32.Oft 20.Oft O.Oft O.Oft h2= 10ft 10k 10ft 10ft Mot= 38702 ft Ib 24189 ft Ib 0 ft Ib 0 ft Ib Mot= 110782 ft ib 69239 ft Ib 0 ft Ib 0 ft Ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4ft 4ft 4ft 4ft 60 plf 60 plf 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4ft 80 plf 80 pif 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 320 plf 320 plf 320 plf 320 pif Mr= 109227 ft Ib 42667 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 1556 ft lb 26572 k lb O ft lb O ft lb HD=OT/I= 49 Ib 1329 Ib #DIV10! i�DIV/0! �, �� Shearwall Grid 12 � YELM Assisted Living Facility �,.� 1045-13th Street SE Pro'ect: w �� Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 �l �� fax:503-399-8259 Description: SHEARWALL OESIGN E NIiI NEERS, INC. Shearwall Grid 12 1st Floor Behveen Grids 11.3 to 12 12 to 13 Distance Between Grids 23 ft 35 ft Building Width 70 ft 94 ft length of Walls Wall Height h= 10 ft 10 ft 11= 32.00 fl 12= 20.00 ft 13= 0.00 ft unit unit total TOTAL 14= 0.00 ft Wind Load 162 plf 162 plf 9396 Ib 25056 Ib Totai(L)= 52.00 ft Seismic Load 1285 psf 1285 psf 6297 ib 31889 ib Shear(V=1/2 Max W,E) 4698 Ib 15945 Ib Unit Shear(v=V/L) v=90 plf wall 1 wall 2 wall 3 wali 4 Wall Shear 336 plf 336 plf 0 plf 0 pif Mot=vlh v3= 125 plf 125 plf 0 plf 0 plf 1= 32.Oft 20.Oft O.Ok O.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 112124ft1b 70078ft1b Oftlb Oftlb v2= 121 plf 121 plf 0 plf 0 plf 1= 32.Oft 20.Oft O.Oft O.Oft h2= 20ft 20ft 20ft 20ft Mot= 77405 ft Ib 48378 ft Ib 0 ft Ib 0 ft Ib v1= 90 plf 90 plf 0 plf 0 plf 1= 32.Oft 20.Oft O.Oft O.Oft h1= 10ft 10ft 10ft 10ft Mot= 28911 ft Ib 18069 ft Ib 0 ft Ib 0 ft Ib Mot= 218440 ft Ib 136525 ft Ib 0 ft Ib 0 ft ib Mr=[dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 4 psf 4 psf 4 psf 4 psf 60 plf 60 pif 60 plf 60 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf irib= 4ft 7ft 7ft 4ft 80 plf 140 pif 140 plf 80 pif wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 ft 28 ft 280 plf 280 plf 280 plf 280 pif sum dl(trib)= 500 pif 560 plf 560 pif 500 plf Mr= 170667 ft Ib 74667 ft Ib 0 ft Ib 0 ft Ib OT=Mot-Mr= 47773ft1b 61858ftib Oftlb Oftlb HD=OT/I= 1493 Ib 3093 Ib #DIVI01 #DIV/01 (. w �-�1 l Shearvaall Grid 12 S 1045-13th Street SE Pro'ect: YELM Assisted Living Facility w`��w/�'j Salem,Oregon 97302 Client: Mt West Job# 030111-S �� phone:503-399-1399 Desi ner: MSG Checked: Date: 2114/03 r�� fax:503-399-8259 Description: SHEARWALL DESIGN E N (iINEERS, INC. Shearwall Grid 13 3rd Floor Between Grids 13-14 12 to 13 Distance Between Grids 21 ft 35 ft Building Width 70 ft 94 fl Length of Walls Wall Height h= B ft 8 ft 11= 8.00 ft 12= 10.00 ft 13= 18.00 ft unit unit total 14= 0.00 ft Wind Load 155 plf 130 plf 7805 Ib Total(L)= 36.00 ft Seismic Load 2.656 psf 2.656 psf 12643 Ib Shear(V=1/2 Max W,E) 6321 Ib Unit Shear(v=V/L) v= 176 plf Mot=v I h wall 1 wall 2 wall 3 wali 4 v= 176 plf 176 plf 176 plf 0 plf 1= 8.Oft 10.Oft 18.Oft O.Oft h= Sk 8ft 8k 8ft Mot= 11238 ft Ib 14047 ft Ib 25285 ft Ib 0 ft Ib Mr=(dl(trib)+10h]I^2l3 dl= 15 psf 15 psf 15 psf 15 psf trib= 6ft 4ft 4ft 6ft Mr= 3627 ft lb 4667 ft lb 15120 ft ib O ft lb OT=Mot-Mr= 7611 ft Ib 9381 ft Ib 10165 ft Ib 0 ft Ib HD=OT/I= 951 Ib 938 Ib 565 Ib #DIV/Ol 2nd Floor Between Grids 13-14 12 to 13 Distance Between Grids 21 ft 35 ft Buildi�g Width 70 ft 94 ft Length of Walls Wall Height h= 10 ft 10 ft 11= 8.00 ft 12= 10.Od ft 13= 18.00 ft unit unit total TOTAL 14= 20.00 ft Wind Load 190 plf 140 pif 8890 Ib 16695 Ib Total(L)= 56.00 ft Seismic Load 2.567 psf 2.567 psf 12219 Ib 24861 Ib Shear(V=1/2 Max W,E) 6109 Ib 12431 Ib Unit Shear(v=V/L) v= 109 plf wall t wall 2 wall 3 wall 4 Wall Shear 285 plf 285 plf 285 plf 109 pif Mot=vlh v3= 176 plf 176 plf 176 plf 0 plf 1= S.Oft 10.Oft 18.Oft O.Oft h2+h3= 18ft 18ft 18ft 18ft Mot= 25285 ft Ib 31606 ft ib 56892 ft Ib 0 ft Ib v2= 109 plf 109 plf 109 plf 109 plf 1= B.Oft 10.Oft 18.Oft 20.Oft h2= 10ft 10ft 10ft tOft Mot= 8728 ft Ib 10910 ft Ib 19638 ft Ib 21820 ft Ib Mot= 34013 ft Ib 42516 ft Ib 76529 ft Ib 21820 ft�b Mr=(di(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6N 4ft 4ft 6ft 90 plf 60 plf 60 plf 90 plf di3= 20 psf 20 psf 20 psf 20 psf trib= 4ft 4ft 4ft 4k 80 plf 80 pif 80 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18ft 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 350 plf 320 plf 320 plf 350 plf Mr= 7467 ft Ib 10667 ft Ib 34560 ft Ib 0 ft Ib OT=Mot-Mr= 26546 ft Ib 31849 ft Ib 41969 ft Ib 21820 ft Ib HD=OT/l= 3318 Ib 3185 Ib 2332 Ib 1091 Ib (; . � Z� Shearwall Grid 13 YELM Assisted Living Facility /� 1045-13th Street SE Pro ect Job# 030111-S � -�� Salem,Oregon 97302 Client: Mt West �-_- _J. Date: 2/14/03 ��` phone:503399-1399 Desi ner: MSG Checked: r�f ��r'� fax:503399-8259 Description: SHEARWALL DESIGN ENGINSBRS, INC. Shearwall Grid �3 1st Floor Between Grids 13-14 12 to 13 Distance Between Grids 21 ft 35 ft Buiiding Width 70 K 94 ft Length of Walls Wall Height h= 10 ft 10 K 11= 8.00 ft �2= 10.00 ft 13= 18.00 ft unit unit total TOTAL I4= 20.00 ft Wind Load 162 pl( 162 plf 9072 Ib 25767 Ib Total(l)= 56.00 ft Seismic Load 1.285 psf 1.285 psf 6117 Ib 30978 Ib Shear(V=1/2 Max W,E) 4536 Ib 15489 Ib Unit Shear(v=V/L) v=81 plf walll wall2 wall3 wall4 Wall Shear 366 plf 366 plf 366 ptf 190 plf Mot=vlh v3= 176 plf 176 plf 176 plf 0 plf �= g,ph tO.Oft 18.Oft O.Oft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 39332 ft Ib 49166 ft Ib 88498 ft Ib 0 ft Ib v2= 109 plf 109 plf 109 plf 109 plf 1= B.Oft tO.Oft 18.Oft 20.Oft h2= 20 ft 20 ft 20 ft 20 ft Mot= 17456 ft Ib 21820 ft Ib 39275 ft Ib 43639 ft Ib v1 = 81 plf 81 pif 81 plf 81 plf 1= S.Oft 10.Oft 18.Oft 20.Oft h1 = tOft 10ft 10ft 10ft Mot= 6480 ft Ib 8100 ft Ib 14580 ft Ib 16200 ft Ib Mot= 63268 ft Ib 79085 ft Ib 142353 ft Ib 59839 ft Ib Mr=[dl(trib)]I^2!3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 4 psf 4 psf 6 psf 90 plf 60 plf 60 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 4 psf 4 psf 4 psf 80 plf 80 plf 80 plf 80 pif dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 7ft 7ft 4ft 80 plf 140 plf 140 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 ft 28 ft 28 f� 28 ft 280 pif 280 pif 280 plf 280 plf sum dl(t�b)= 530 plf 560 plf 560 plf 530 pif Mr= 11307 ft Ib 18667 ft ib 60480 ft Ib 70667 k Ib OT=Mot-Mr= 51961 ft Ib 60418(t Ib 81873 ft�b -10828 ft Ib HD=OT/I= 6495 Ib 6042 Ib 4549 Ib -541 Ib � "C � Shearwall Grid 13 YELM Assisted Living Facility �� 1045-13th Street SE Pro'ect: ,1ob# 030111-S Salem,Oregon 97302 Client: Mt West Date: 2/14/03 �i�� phone:503399-1399 Desi ner: MSG Checked: r�� r�� fax:503-399-8259 Description: SHEARWALL DESIGN EN (iINEERS, INC. Shearvvali Grid 14 3rd Floor Between Grids 13-14 Distance Between Grids 21 ft o ft Building Width 70 K 0 k Length of Wails Wail Height h= 8 ft 0 ft 11= 5.50 ft �2= 4.00 k 13= 4.00 k unit unit total 14= 5.50 ft Wind Load 155 pii 0 plf 3255 Ib Total(L)= 19.00 ft Seismic Load 2.656 psf 0.00o pst 3904 ib Shear(V=1/2 Max W,E) 1952 Ib Unit Shear(v=V!L) v= 103 plf Mot=v I h wall 1 wall 2 wali 3 wall 4 v= 103 plf 103 plf 103 plf 103 plf I= 5.5 ft 4.0 ft 4.0 ft 5.5 ft h= 8k 8ft Bft 8ft Mot= 4521 ft Ib 3288 ft Ib 3288 ft Ib 4521 ft Ib Mr=[dl(trib)+10hJ1^2l3 dl= 15 psf 15 psi 15 psf 15 psf trib= 6ft 4ft 4ft 6ft Mr= 1714ft1b 747ftib 747k1b 1714ft1b OT=Mot-Mr= 2807 ft Ib 2541 ft Ib 2541 ft Ib 2807 ft Ib HD=OT/I= 510 Ib 635 Ib 635 Ib 510 Ib 2nd Floor Between Grids �3'�4 � Distance Between Grids 21 ft 0 ft Building Width 70 k 0 ft Length of Walls Wall Height h= 10 ft 0 ft 11= 5.50 ft 12= 4.00 ft 13= 4.00 k unit unit total TOTAL 14= 5.50 ft Wind Load 190 plf 0 pif 3990 Ib 7245 Ib Total(L)= 19.00 ft Seismic Load 2.567 psf 0.000 psf 3773 Ib 7678 Ib Shear(V=1l2 Max W,E) 1995 Ib 3839 Ib Unit Shear(v=V/L) v= 105 plf walll wall2 wall3 wall4 Wali Shear 208 plf 208 plf 208 plf 208 plf Mot=vlh v3= 103 plf 103 plf 103 plf 103 plf �= 5.5 ft 4.0 ft 4.0 ft 5.5 ft h2+h3= 18ft 18ft 18ft 18ft Mot= 10172 ft Ib 7398 ft Ib 7398 ft ib 10172 ft Ib v2= 105 plf 105 plf 105 plf 105 plf • �= 5.5 ft 4.0 ft 4.0 ft 5.5 ft h2= 10ft 10ft 10ft 10ft Mot= 5775 ft Ib 4200 ft ib 4200 ft Ib 5775 ft Ib Mot= 15947 ft Ib 11598 ft Ib 11598 ft Ib 15947 ft Ib Mr=(dl(trib)]I^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6ft 4ft 4ft 6ft 90 plf 60 plf 60 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4fl 7ft 7fl 4ft 80 pif 140 plf 140 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 18ft 18ft 18K 18ft 180 plf 180 plf 180 plf 180 plf sum dl(trib)= 350 plf 380 plf 380 plf 350 plf Mr= 3529 ft Ib 2027 ft Ib 2027 ft Ib 3529 ft Ib OT=Mot-Mr= 12418 ft Ib 9571 ft Ib 9571 ft Ib 12418 ft Ib HD=OT/I= 2258 Ib 2393 Ib 2393 Ib 2258 Ib Shearwall Grid 14 ` � YELM Assisted Living Facility J/�-�'—'` 1045-13th Street SE Pro'ect: Job# 030111-5 ��/!�jj��w Salem,Oregon 97302 Client: Mt West �.i�� phone:503-399-1399 Desi ner: MSG Checked: Date: 2/14/03 r�� fax:503-399-8259 Description: SHEARWALL OESIGN E N (iINEERS, INC. Shearwall Grid �4 1st Floor Between Grids �3-�4 � Distance Between Grids 21 ft 0 h Building Width 70 ft 0 ft Length of Walls Wall Height h= 10 ft 10 h 11= 5.50 ft �Z= 4.00 ft 13= 4.00 ft unit unit total TOTAL 14= 5.50 ft Wind Load 162 plf 0 plf 3402 Ib 10647 Ib Total(L)= 19.00 ft Seismic Load 1285 psf 0.000 psf 1889 Ib 9567 Ib Shear(V=1/2 Max W,E) 1701 Ib 5324 Ib Unit Shear(v=VIL) �= 90 P�f walll wall2 wall3 wall4 Wall Shear 297 plf 297 plf 297 plf 297 pif Mot=vlh v3= 103 plf 103 ptf 103 plf 103 plf I= 5.5 ft 4.0 ft 4.0 ft 5.5 ft h1+h2+h3= 28 ft 28 ft 28 ft 28 ft Mot= 15823 ft Ib 11507 ft ib 11507 ft Ib 15823 H Ib v2= 105 plf 105 plf 105 plf 105 plf 1= 5.5ft 4.Oft 4.Oft 5.5ft h2= 20 ft 20 ft 20 ft 20 ft Mot= 11550 ft Ib 8400 ft Ib 8400 ft Ib 11550 ft Ib v1= 90 plf 90 plf 90 plf 90 plf I= 5.5 ft 4.0 ft 4.0 ft 5.5 ft h1= 10ft tOft 10ft 10ft Mot= 4924 ft Ib 3581 ft Ib 3581 ft Ib 4924 ft Ib Mot= 32297 ft Ib 23489 ft ib 23489 ft Ib 32297 k Ib Mr=[dl(trib)JI^2/3 dlr= 15 psf 15 psf 15 psf 15 psf trib= 6 psf 4 psf 4 psf 6 psf 90 plf 60 plf 60 plf 90 plf dl3= 20 psf 20 psf 20 psf 20 psf trib= 4 psf 7 psf 7 psf 4 psf 80 plf 140 plf 140 plf 80 plf dl2= 20 psf 20 psf 20 psf 20 psf trib= 4ft 7ft 7ft 4ft 80 plf 140 plf 140 plf 80 plf wall dl= 10 psf 10 psf 10 psf 10 psf trib= 28 tt 28 ft 28 ft 28 ft 280 plf 280 pff 280 plf 280 plf sum dl(trib)= 530 plf 620 plf 620 plf 530 plf Mr= 5344 ft Ib 3307 ft ib 3307 ft Ib 5344 ft Ib OT=Mot-Mr= 26953 ft Ib 20182 ft Ib 20182 ft Ib 26953 ft Ib HD=OTII= 4900 Ib 5045 Ib 5045 Ib 4900 Ib ` —` � Shearv�all Grid 14