The URL can be used to link to this page

20130108 Permit Pkg 07112014 '�oF TH�p�,`�' City of Yelm Permit No.: 20130108 � , a � Community Development Department Issue Date: July 11, 2014 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 EL "".°"'"`_°" Fax: (360)458-3144 Applicant: Name: Richard Rochester Phone: Address: 4810 45th Ave SE Lacey WA 98503 Property Information: Site Address: 106 SECOND ST NE Owner: RICK ROCHESTER Assessor Parcel No.: 64400700100 Subdivision: Lot: Contractor Information: Name: Phone: Owner Contractor License No.: Expires: 0/00/0000 Project Information: New SFR Project: Replace Fire Damaged House at 106 Second St Description of Work: Replace fire damaged residence with 952 square foot residence. Foot print to remain the same as existing Sq. Ft. per floor: First 415 Heat Type (Electric, Gas, Other): HEAT PUMP Second 537 Third Garage Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING Owner $1,798.42 MECHANICAL $ 49.00 PLUMBING $ 83.00 SHS $ 700.00 TOTAL FEES: $ 2,630.42 Applicant's Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition, all covenants, easements and restrictions of record. If applying as a contractor,I further certify that I am currently Final Inspection: registered in the St of W �ngton. �11_� oate: Signature Date Firm By Cit� af Y�lm c3� ) a5e-aaoz REC#: 00165659 7/11/2014 3:11 PM OPER: GO TERhi: 001 REF#: 9417 TRAN: 33.00Q0 BUILqING PERMITS 20130108 1,798,42CR Rochester, Richard 10$ SECOND ST NE BLD-RES1 1,798,42CR TRAN: 33.0000 BUTLDING PERMITS 20130108 49.00CR Rochester, Richard 1�8 SECOND ST NE MECH 49.00CR TRAN: 33,0000 BUILQING PERMITS 20130108 83.00CR Rochester, Richard 108 SECOND ST NE P� 83.00CR TENDERED: 1,930.42 CNECK APPLIED: 1,930.42- CHANGE: 0,00 � � �� CITY OF YELM L`�� RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: ,C�� = Parcel#: � Subdivision: Lot#: Plan#: Zoning: �New Construction � Re-Model/Re-Roof/Addition _ Home Occupation Sign ' Piumbing Mechanical : Mobile/Manufactured Home Placement Other Project Description/Scope of Work: /��I� /rf� �G�� Project Value: Building Area(sq. ft) 15t Floor 2"d Floor Garage Deck Basement Carport Patio #Bedrooms_ #Bathrooms_ Heating: GAS/OTHER or ELECTRIC(Circle One) Are there any environmentally sensitive areas located on the parcel? lf yes, a completed environmental checklist must accompany permit application. BUILDING OWNER A r ,�- �C3 . �` C` ADDRE S �C7 ��' EMAIL ' �(' �� '� �� CITY STATE �-Q�' ZIP � TELEPHONE ARCHITECT/ENGINEER LICENSE# ADDRESS EMAIL CITY STATE ZIP TELEPHONE GENERALCONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX � CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# PLUMBING CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# MECHANICAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. �!5'. ,�-9-/� Applicant's Signature Date Owner/Contractor/Owner's Agent 1 Contractor's Agent(Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days � 105 Yelm Auenue West (360)458-3835 Yelm,WA 98597 (360)458-3144 FAX www.ci.yelm.wa.us �. A��:r��,� ��'._..-----�-- .. .. ��..:� �� . _ . _, _ � �. � � � �� ; � � � ��, t � �, � ��a � � � � �� a� � ,� 5� o J� "��,� �` . hJ ', � - J� '�., �" .�Q,� . � - �� ' �`� ��o p`�2 Q� � ��.�rD��i J "'��,�'' � o �� O� � �� '� �� J �t�� $t.�� j' ,a ,a�� ,�``'�'. t�� .��a.��a� '�� "�,,. G � � ��`� ��'�', `��`��> o� �, o .� o�� ,�� a�� ' � �� _ � � ,�. ,,. �,� .i� � . \� �T � .£�� l � `�� '`�; °�)� S. f. , �, �� =�` ,��,��.' ,� p `�`.�,, , .� �,.�- „ � t �p^ °?., ` -t I" °� ^.._..._ �J �♦ � �, �.J m r � `� �� - ti� � 3,a'�- "//� �/�s O s�-.��r� . bo �a//ijj�� '' y, , �� `� "`'�. � �1' q��o,��.s� � � ��o,�°�`a�� `�ar�� q�,,�a�� h� b bo h� ��. �o a�, . � ��`'��5��9 �fhs�L`O�`h��Oc,. ~~�� "'� �``� �`°7 h�Ov'o, ;�°ds�Sa°�''8s��'`�� a�so� ��e ��ss�s �'°� � °� �°��'��;� �%a�� 5�aG��i�� °" �'�a sh�i,�he , a��i96 s��o� s cL °�.� �� s�� (j� s� r � '�t' � �9� '�`h �;� � N 6L � �1`� �i, a�s� 04� d�� o� �j�s L�pa �r ` � 9��, °�6�oia°�p�6� �`c.o ' � p, � S r�O �� , - � y��.J �i�hc�`o��'SS�S4��;��h ' / � � o,..�o s '�� 'd� �`4� �'C s,°'�`e��9,.°`�dA� ,o,.o�� ea c o��o � LID - 'MIDSTATES BCF-�416 $OX- �M1D5TATES BCF-14158 *OR PRE APPF20VED EQlJAl, � SERVICE SADDLE ROMAC 2425 OR 16" ROCKWELL 313 � zl � � 1" x 1" FORD PACK JOINT OR GRIP ` � � � CORPQRATION STOP a � 3 � 1" P�LYETHYLENE LINE-� v BALL VALVE (CURB STOP) � � I W17H PACK JOINT I i METER I � 2X SLOPE TO 807( 24" TO EDGE OF B�X � CHECK YALYE p � � :� . CUR9 a ° , � �\ METER � fl Q '�� 12" Q o v % o . �6 p P E 14 GAUGE INSULATED COPPER TOh(ING WIRE WRAPPED AROUND THE PIPE (SEE GENERA� NOTES N0. 7} 12� 1° x i" FORO PACK JOIN7 � � CORPORATfON STOP TYPE FB it 1 � 1'� Pl.AS71C LINE (USE 20D � � �COPPER�METER 1SETTER$WITH'¢" 22��2• PSI PHILLIPS naisca PlPE /� CHECK VALVE, UNION NUT 5100 POLYETHYL�NE PIPE) AND SWlVEL F'OR CONNECTING � FQRO B61-444 BALL VALVE�j 1" IRON PIPE � WITH PACK JOINT & FEMALE "—FORD U88-43 BRANCH PIECE, OR E QUAL I I.P. THREADS 7 1/2" witr� �lALE I.P. INLET AND COlJPLING SERVICE SADDLE FOR CONNECTIONS TO METER SETTER CITY OF YELM, WASH(NGTQN Ko_ TE$: DEPT. OF PUBLIC WORKS 1. 57AtNLESS STEEI, tNSERTS REQUIRED FOR ALL S/g �} D U A L PACK JOINTS ANO GRIP. 2. ALL SEf2VICE SADDLES SHALL NAVE RUBBER M E T E R S E R V I C E GASKET AND I.P. THREADS. APPROVE DWG. N0. • tw PUBL�C WORKS bIRECTOR DATE 6—2 bES. DWN. CKD. DATE ES JEG TP ��Z❑O7 _,.M.�.,._ . .._ _.. . ,. _..�.�.....,._ . ._...,. -..�.-. . .�..�,. ...�,... w .... . � � I I Second Street NE — — — — — -- — — — — — — — — — I �E��=�� s�� - ��g � �'� s �� ;� � �e�� m� o�� i� 3xm� �� m,�� i v�� a; I ��P� � �� ', i i s�,�� = R� �- x. $�a Pa....E�a.��.��a,�. �^ � � �m� m�g I I ��'s m F�� e I I ..�_ I I „�.��„_,._„ �` . ._.._..+..--•—�._.._..—.._.._..—..—.._...� i �..—.. ��xx . °--- ----------a--- • _.._. •�� r-- ----- I � H�—II--- ��----- ,----� I �--------,--- ------� I o I I � r � . i ' 1 � �.,, �.�� I � � I � � � � I I I� i�—.��,..R =_,�.�. I I i � � I I� II€ b 3�$�� w�__�_-�'---��—�� F�� I N I I� Is , � u,Z . yl :� I w I I� �� r, � � • ��_w.. E r ' I a o I� I �"� C�7 ��J n _ � I �— N I 8 � i "C I�I�w��K � � 0 r i- I � I ig I � Y' �N O � '. I "'^ &�� I�� .�.I § I� g � �ti � � �, � I I � � �`��+:�� I� P z I I I I � � Q, I�Ta �g�I e� �� e - . I . I � 1 • �� I --- � _�,.�J I L ------J I �� m� R� ��g i � �I _———_ ' . � a� '�°��-�' i �..�..��—..°�e.^��?n�.._.._..�..�..+..�..�..—..�?^.'iffis'.x�'.�..—.._.._..♦ � � .g • � I I I� I � i I � 'Z I I I � i ii I � 1 I � ♦ � �� i � �`�� I .� �;. � , r{�� -� ' . , � � —�,.�t'-- _ .�� {�' _ I < I'f-. � � �� o �:�" ,� .: � �' v �� "� ' { �^ .;� � _,...� D ` � v� � lr-�t � t�, r- � - : ___— (� E� � t�_ �, �:� � � Design f Structural Engineer A Residence for. Z Bruce Brown Precise Engineering Inc. SITERick Rochester ,o„M�,�s„��u,a��„��,3�.,5, ,o„��,5��..wa�as3,�.�a,�,,�, � I 106 Second Ave.North Yelm,Wa. �"'-" �`m Prescriptive Energy Code Compliance for All Climate Zones in Washington ;3,<n, ,1nl��mralion Confact Jnfornr�tion (Rochesrter ! Rick Rochester � C1�2nd St NW 4810 45th Ave SE �Yelm, WA 98597 Lacey. W!� 98507 t___,.—. ___._ This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative �� _Date��d ��,i Ail Climate Zones R-Valuea U-Factora Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.5d Glazed Fenestration SHGC°�e n/a n/a Ceiling 49' OA26 Wood Frame Wall9"' 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall`k 10/15/21 int+TB 0.042 Slab"R-Value 8 Depth 10,2 ft n/a 'Table R402 t 1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as deflned in Section 101.2 of the Inter�ational Residentiat Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: Q1.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. �2.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3,including additions over 750 square feet. [�3.Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area Table R406.2 Summary Qption Gescnpi�on Credit(s} 1a E�cient Building Envelope 1a 0.5 (�' 1b Efficient Building Envelope 1b 1.0 � 1c Efficient Building Envelope 1c 2.0 � 2a Air Leakage Control and Efficient Ventilation 2a 0.5 � 2b Air Leakage Control and Efficient Ventilation 2b 1.0 � 2c Air Leakage Control and Efficient Ventilation 2c 1.5 � 3a High E�ciency HVAC 3a 0.5 � 3b High Efficiency HVAC 3b 1.0 � 3c High Efficiency HVAC 3c 2 0 � 3d High Efficiency HVAC 3d 1.0 � 4 High Efficiency HVAC Distribution System 1.0 � 5a Efficient Water Heating . 0.5 � 5b E�cient Water Heating 1.5 [� 6 Renewable Electric Energy 0.5 "1200 kwh OA Total Credits 0.00 *Please refer to Table R406.2 for complete option descriptions htt p://www.ener�y.wsu.edu(Documents�2012962pRes9620EnerRy.pdf i E s t . Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm, ci .=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is instal{ed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not beiess than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception:Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3�where the SHGC for such skylights does not exceed 0.30. `"10/15/21.+T6" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+T8"shall be permitted to be met with R-13 cavity insulation on the i�terior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wal(."TB" means thermal 6reak between floor slab and basement wall. °R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warrn-humid locations as defined by Figure R301.1 and Table • R301.1. �Resenred. h First vatue is cavity insulatian,second is continuous insulation or insulated siding, so"13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding.If structural sheathing covers 40 percent or less of the exterior,continuous insufation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathi�g thickness. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. 'For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. �Cog and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. � � � ' � ' � STRUCTURAL CALCULATIONS For Rick Rochester � Lateral and Vertical Design Apri125, 2014 � Project# 201466 ' ' ' � By PRECISE ENGINEERING 1NC. � HAROLD HAHNENKRATT, P.E. � � Q. �� ,�' w,�,yf`�� .� P_ � � �' �I�ry; �� , �¢; �d � 3��f r3��.��Cs� alVAt � � _ _ � FI L � � z� Jy � �c�� JUN 0.� 2014 � � BY: ! � SCOPE: Provide structural calculations for lateral and vertical design per the 2012 IBC in Yelm, WA � LOADS AND MATERIALS � Roo£ Comp Roofing S.Opsf Pre-engineered Trusses @ 24" oc 2.9psf � Roof Sheathing l.5psf Insulation 1.2psf 5/8" GWB 2.Spsf � Misc. l.5psf Dead Load = 14.9»15psf Snow Load= 25psf � Wall: 2x6 Studs @ 16" Dead Load = lOpsf � Floor: I joists at 16"oc Dead Load= 12psf Part. Load = lOpsf Live Load = 40psf � Wind: 110 MPH Exp. B � Seismic: Site Class = D Design Category = D � Use Group = I R 6.5 Cd = 4 � Wo 3 . Soil: = 1500 PSF, Assumed bearing capacity � = 38 PCF, Assumed Active Fluid Pressure 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction � � = 110 PCF, Assumed Soil Density � Lumber: 2x> 4x = #2DF 6x> _ #1DF � GLB = 24f-v4 for simple span 24f-v8 for cont. and cantilever. Concrete: �c = 2500psi � Rebar = Grade 60 ' ' �r. r� Design Maps Summary Report Page 1 of 1 �� Design Maps Summary Report �"' User-Specified Input � Building Code Reference Document 2012 International Building Code (whicti utilizes USGS hazard data�availablc in Z008) Site Coordinates 46.94188°N, 122.60434°W � Site Soii Classifica#ion Site Ciass D - "Stiff Soil" Risk Cat��ory I/II/III 2�ui � i' �� e SOVOm �� :� � ; ' 5+y ' ��'c,� 1 � _ 3�,z��t S '� � �U:� �� _��'�� . � ��m� � � s � � � �� t��f ,. � m��c�� z�aia F `', c�r��e� � USGS-Provided Output S5 = 1.Z48 g S„5 = 1.249 g Sos = 0.833 g � Sl = 0.497 g 5M1 = 0.747 g Sol = 0.498 g For information on how the SS and S1 values above have been calculated from probabilistfc (risk-targeted) and � deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. � N10E,� �es�orts� Sp��ectrum Design R�spc�nse S�ectrum i .� ;�.�,� i.�� _ �.�� 1.s- �.�� . � �,� �.�� .�3 u,r,� � u � {�"...a � w��..5d�. � ?1 �;}<��.i.: � :t a.r,, L?,w: ,;.3� 71.-�:3 a?.<:'�-� �".`-.*.,... € t��a . ��,1�•d. i � �1.T.3 �,0�� CI..L � �3.i90 � q,�t� p.,�,� ri.;e_t U.S� G.�v 1 i"at+ 1.�"�� l.d-� 1 �'-' 1.�'� M.iv +7 i�f! c1:t7 (}:tCJ €�'�0 i3.:�� » i:tt� P :,�.0 : d(Y I 5D E.�Gi �',.��3 � _�� _—�.� Period. T�(�'�c� __._ ___.______ _�______ v P+�riad, T�zec) ____..__ ,_,�.�___._ Although this infnrmatio3l is a product of the U.S. Gealogical S�3rvey, v�e�rovide no Gvan-anty, expressed or implied, as to tf�e accuracy of the tiata co3itained tl�erein. This tr�al is not a substituYe for tecttnical subject-i�natter knosvledge. � � htt ://eh 1-earth uake.cr.us s. ov/desi nma s/us/summa . h ?tem late=minimal&latitu... 4/24/2014 P P q g � g P rYP P p � l � LATERAL DESIGN � Wlnd LOading: Simplified(ASCE 7-10 Chapter 28 Part 2) � p5 =�KZcPSso ASD ps = •6�KZtPsso Wind Speed 110 mph � ps30 Exposure B Pitch Roof Wall Roof Pitch 5:12 2:12 -7.2 17.76 Minimum Loading 3:12 -6.5 19.65 �= 1 ps= 8.0 (Roo� � 4:12 -5.7 21.5 KZt= 1 16.0 (Wail) 5:12 -0.5 21.4 6:12 6.87 20.3 ps30 = -0.5 (Roo� � >7:12 13.3 19.4 _ 21.4 (Wall) ASD (ASD)Minimum Loading ps— -0.3 (Roof) ps- 4.8 (Roo� 12.8 (Wall) 9.6 (Wall) � i 1 ! � Seismic Loading: Section 12.4,12.8 ASCE7-10 � Eh=rQh Qh=V r=1.3 V= CSW CS=Sps/1.4R � E=(1.3Sos/1.4R)W Sps 0.833 � R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) � V= 0.119 Wt. (Wood Shear Wall) V= 0.476 Wt. {Cantilever Column) , ' � � � � ` � I 26'-4" �A"' 13'-8" 12'-8" ,,. � �1 � � _ � 3�3�SLD � � — — — IJPPEF2 GA ' SINK W/ _ f2�F DUJ OO DISPOS � � � O PORGN KIT. F�, � � ntx iom cA-t E � � � � 1 e SHELF AND POLE � 205 �; � COATS � TEM ERED � � i � @ LOWER CAB o u� 6�68 BI-PASS � � � � - w � � 4' b'-3"� � � @~ a � a cO � � � � � � �� LIVIN� - i�D 2d"WIDE C 11'-S"X II'-5° � � ' - s � I � EL G?.0.UN � � � � 6036 � 6'-4" � I�'-3" 16'-I" 26'-4" � t I �(�� I �I�SO�� 459 SQ.�t. SCALE: I/4" = I'-m" c�iM,��r� zoN� � � � � � Two Story Wind to Diaphragm Minimum � Wind Wind Upper Plate Height 8 Roof -0.3 4.8 Main Plate Height 8 Walls 12.8 9.6 Floor Depth 1 �^ Diaphragm Minimum Min � Roof Ht. Wind Load Wind load Length Total Load Total Load 1-2 Roof 5.5 0.0 49.6 64.8 26.3 1304.7 1706.2 Upper 115.2 86.4 26.3 3033.2 2274.9 � � SUM 4337.9 3981.1 � Minimum Min Roof Ht. Wind Load Wind load Length Total Load Total Load � A-B Roof 0 3.0 89.6 67.2 20.5 1836.8 1377.6 Upper 0 115.2 86.4 20.5 2361.6 1771.2 � SUM 4198.4 3148.8 � � �� /f'� '�� J �7�,?� � �� k, � � ' ��`� � I��Z�ay � � t �� , ��_��-� za. �� ,� �� 7� � � �.�� z,�, � �� ,� r�i� � �f� -�.�. �rs�� 2�'-s�� ►yb � 3�7�� l�� ) � � �� l�,»vb �-�.N�� N � � ` .� . A � O O O O � c� CrJ c� M r � �p .�- 4- .�- .� C � � N O U� O �� (B '� �T tC) CO CO 6� Z � O � N � N � �' N � U U U 1� O 00 00 (6 � � -d U � •� � .� ~ � N d' � N $ � <n � in � o 0 0 0 � ai o � c�i c � c� r- oo co � � � r- N N � E �—, � a�0 O tf") (`") � =6 O � N O� 1� O � -6 O � �7 6� d CO T (p r � �1�-- 4- �L-- 4- � � O � V Q Q Q Q � � � � � � � � � � � � � � r c`') N c'') N � Q � � . � U U Q � ti � � � � "a � 'a � �• N � CO � � � � � U � cn � c!J � r � T- � U O O O O ' � � CO I� CO � � O O� a0 � Cff w' U tn N Q � �' V � � � � � � c� I� c� V � � � o � � � � � > � � � V °� � ` VJ � CO � O ❑ � � � � � c- � 00 � Q � 00 O � �--� (O � � � r M 1� � � N r t(� � U � � tn Ch M � M -p � � � O O CO Cfl � nj � .� N " N N N N � � > J > � � (6 � U � � = o o � � c� co �n �n Q C� y � � � " N N N N � � � � � � � � � N � N .� .� �D � LC) l.f� Q Q (U Q- � �- � t- N O O " � r- � �- U N � J � � c`') N � i � � � � V � � � � � � � O O � � � � .� J O � � Q � � � `t � � cn .�� c W � �p � � � o o � c� m � 'V �- N (� � Q C (A J a r U � � � � � � o 0 o rn rn m po � o � oom000000 °� o F— N N �' N N V' , �^ (D O f� f� d' � N � O � O � O O � O � O � O O M O -Q T T (� r N '�^ V/ � � � r�^ '�^ V/ VJ � .. .. ___..::.,v ,_„, _......:: 3_:':: in.....::::.. .......... ''�..�:. ._<�;i'v:....'...Z;>.,x. � � � � J�. . .:. .:.:......_ ..�.;> ...� . ,;:;:-; „..,�,.;::; „_, .. ,:;:�>,,.,�, ..,�:- :,:.�:: . � .,_.r.�s,,,,.�.. �z�:�.�z�-- _ ..��,�s�,�.�-.��a�� .:�az�. � — ..,r-•. . . ..m.. ,s:-.•'-. � � ~ _ � ' W � � 00 00 z � � � � � � � J � � 0 (6 C7 M � 00 00 � Q � O � O � O O �,.� O � O O O � O O � � � � � � � J � � � � 7 � � > _... �,.,�.�?,... a�,� �c�..R,�.._..�.....�, ...::�.� _,..,�:..:�. ..._.,...�< .,.z;�: � ,��..._ .. �:.::.. ..__�.,��: .� ��>..-:a . ...�W:. :.,. .�,cc�:...,.r� ..�w.�•�. .-r_,.: O � � � � �Y �.. �:��.a..,mr � _ �. ._ ._._.. _ � .r�.. .� - ch M 00 00 � � � � � � � � � � � � �— N Q m C J � � � i � � w w � u w a�a"- a��i aUi a��i a��i �00000 � u� v� o � -�o pQ p — Q - � co o n � r� v v o p c � a� a� a� �U M V CO 1� U V (O c0 � = C C C C � d V M N N /V�'�c'� N �--. c0 (7 m N � (np N � V� @ � N � m � O � � V �"� � � '� 'D U � 'O 'O U O N [O nJ N 'V O �,.� O @ � O O O _ � � O O O H � .- � !� � � N � > j N > � N (Q L N � .- m ry N O th ^ th U Cn Z N m N N �T N M O � a � � � r � N N N � C � O � O � (6 N � � U U � o 0 0 0 0 0 0 0 � O CO tD (D cD c0 � (O M � � O) 6� W � 01 � c0 O � � ln ln M N � � a0 O� N � V c7 M � T.0 � _ _ _ 'V � a 2� � M Q� � N � M � I� � O O O O �` @ ln N tn tn Q V N V � N O � 1� � � m c0 N O) V �U c4 cD M t0 O) � � Q1 � Lf� � O) O �� N ch V' (O a� M tf) (O a0 N � N � � N � � U � � � (O 'cY M N U � (D V' c`'1 N U O O O O N (a N (0 (6 l6 N (6 (4 @ (6 m � N �O o7 W cn 'o -o a -o � cq 'o 'o 'o 'o Q � v v v v � o� ao m co m m o� o� L N � � L J f6 J U � � �I� � O 'O 7 N _ C O � � � � � � � � U U W �p � O O O O O O O O � � � � � � th � O � N > 1� tn 1� c`') V M 6� IA � lfl N N M � — L O O O O O O O O (6 � N a0 aD c0 N aD o7 c0 c0 _ � (6 I� CO V � L �0 @ a0 � tn O O � OJ t(] O > i� � O � 1� � t� (D fp � V ln � '� H > N � U 2 � � n II u � N V' lfJ CO (6 L � 3 N » » a -� o, -°o 'tn � � � � �� 'a� .� `° o = _ _ = 2 = _ 2 � ip � � � r m a o � `o 0 � � U � � � � in c � .- Nm � � x v � � � � o c� — M r ri � w Q � U � a N N O 11� O � m a U � m v v 0 0� 0 � o v� o � � �n �n 07 N N N � M � � � N m O � � N O (O O � � .- cD s II II II � U .� _ — = p O 0 O 0 O � O � � � � (`') � M � a0 � N � X X X X � N 1� N f� m m N N M M � � � O � O N N N N @ t0 (6 (0 � � 0 ❑ 0 � > � m f0 L N � N � J � 2' 2� � � O cn � �n � �n c° N Q m � � � �" TYPICAL SHEAR WALL NOTES �Ir Use 1/2" dia. by 10" Anchor Bolts (AB's) with single plates and 1/2" dia. by 12" AB's with double � and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3/xl/4 plate washer. � �� All wall sheathing shall be 1/2 CDX plywood, 5/8 T1-11 siding, or 7/16 OSB with exterior exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 � or 2x6 flat blocking except where noted on the drawings or below. � All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below � or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson"Strong Tie" and shall be installed per the manufacture's recommendation. � Equivalent hold downs by United Steel Products Company"Kant-Sag"that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member � the hold down is attached to and be placed as a"squash block". All double and triple studs shall glued and nailed together with lOd's at 3" o.c. for each layer. � All 4x studs are to be #2 DF and all 6x studs are to be#1 DF when used for hold downs and shear walls. �' All fasteners including nuts and washers in contract with pressure treated lumber shall be hot- dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of inechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners � exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of � pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. � ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. � NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. � SHEAR WALL SCHED ULE U sheathing nailed with 8d's at 6" on center all edges. � r � . � HOLD DOWN SCHED ULE � It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on � either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls � * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0"pieces of � longitudinal rebar at this location. �HDU2 attaches to concrete foundation with a 518" dia bolt with 15" minimum � embedment into concrete or a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in � wall above. � � � � � � � ' i 1 1 1 ! 1 � STRUCTURAL NOTES �"'' General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, _ and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. � The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding � with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correctwhen in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. � All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted � Desi_qn Criteria: 1. Live Load = 40 PSF (Floors) � _ 40 PSF (Decks) 25 PSF (Snow) 2. Dead Load 15 PSF (Roof) = 12 PSF (Floor) � = 10 PSF (Walls) 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2012 IBC Exposure B@ 110 mph � 5. Earthquake = 201216C Site Class D Design Cat. = D � Use Group = I R 6.5 Cd = 4 Wo = 3 � 6. Soil _ 1500 PSF, Assumed bearing capacity 38 PCF, Assumed Active Fluid Pressure = 350 PCF, Assumed Passive fluid Pressure � = 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density Concrete & Reinforcinp Steel: �,,, 1. All concrete work shall be per the 2012 I BC Chapter 19. Tolerances shall be per IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. � 2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. � fc=2500 PSI @ 28 day slump=4" maximum, 6%Air entrained. � Steel: � ' � � 1. Anchor bolts shall be ASTM A307. � Carpen trv: 1. 2X structural framing shall be#2 Douglas Fir. 4x structural members shall be#2 Douglas Fir. � 6X members shall be#1 Douglas Fir. 2. Provide solid biocking in floor system below all bearing walls and point loads. � 3. 2Xjoists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. � 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. 5. Roof trusses shall be by a pre-approved manufacturer and constructed according to the � specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the � engineer of record of any changes from the preliminary truss lay-out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. � Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown � otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. 6. Glue laminated beams shall be 24F-V8 for cantilevered or continuous beams and 24F-V4 for � simple spans. (Fb = 2,400 PSI) � (Fv = 190 PSI) (E 1,800,000 PSI) (FcL 650 PSI) � 7. Continuous and cantilevered glue laminated beams shali not be cambered. All other glue laminated beams shall be cantilevered for U480. See the framing plans for any exceptions. 8. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end � joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6"o.c.edges and 12"field with 10d's and roof sheathing shall be nailed 6"o.c.edges and 12"o.c field with 10d's unless otherwise noted on �+ the drawings. 9. Block and nail all horizontal panel edges at designated shear walls. 10. All fasteners including nuts and washers in contractwith pressure treated lumber shall be hot- �, dipped zinc coated galvanized steei, stainless steel, si�icon bronze or copper. Fasteners other than nails, timber rivets,wood screws and lag screws shall be permitted to be of inechanically I � deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of � , I �, pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. � Hardware: � All connection hardware shail be Simpson"Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. � CAUT/ON: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND � SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. � CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. � ' r � r r � � � . � i � t r i 1 1 � � Vertical 1 � De�ign � 1 � � i 1 1 i 1 � 1 . � � ' , � ?_ � A-1 ' LINE OF ROOF OVERNANCx � � ' � � � � � � ` 2' TYP. 2 � CON?.VEN7 e RIDCxE � ��, OG. � Q�� F� _ ��`�� . a � � ir � � � , � �o� ��4� � SCALE: I/4" = I'-0" ' ' � Precise Eningeering Inc Project Title: 1011 Mellen Street Eft�iflCef: Project ID: Centralia,WA 98531 Pro�ect Descr: (360)736-1137 � MU�tIr�le Simn�@ g@alll Fde c:lUserslHaroldlDOCUME-11ENERCA-1\ROCHES-2EC6 1� ^�^W M ENERCALC INC 1983-2014,Build 6.14.1.26 Vec6.14 1.26 � � y �r t�`"°��.��1 tr_d.: y^�7'.,�`�3k�,... _,.��4�,.':. �9��r � �A„�',�"w'�g'�;�'�—sr -�r .r��p.�- .&ti -�'� �;; Descriptian : Roof framing Wood Beam Design : A � Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 � Fb-Tension 9D0 psi Fc-Pril 1350 psi Fv 180 psi Ebend-�oc 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-�oc 580 ksi Applied Loads Unif Load: D=0.015D, S=0.0250 k/ft,Trib=12.0 ft � Desicln Summary o,o,ee G,�;o, L Max fb/Fb Ratio = 4.725� � fb:Actual: 845.36 psi at 3.000 ft in Span#1 � Fb:Allowable: 1,165.52 psi ��- —=----------- -- ---�= Load Comb: +D+S+H �,J � Max fv/FvRatio= 4.378: 1 �.\'� � � fv:Actual: 68.10 psi at 5.400 ft in Span#1 Fv:Allowable: 180.00 psi e o r,, axa Load Comb: +D+S+H Max Deflections � Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.049 in Downward Total 0.079 in Left Support 0.54 0.90 Upward�+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.90 Live Load Defl Ratio 1455 >240 Total Defl Ratio 909 >240 � � � , ' ' ' ' ' ' t , � _� , 3 -2 , FLUSN BEAM n n n n n Q�y�e�� w+�nQ� 4 � y\ I -2 u u u _ ��J I ' n n � FLUS+� BEAM 1 R AT ENTIRE �R AREA IN OOR YENTS =TER OF TNE �'LOW FLOOR 4X6 R BUILD UP. I �LESS NOTED e\� OG' I I I GLUED AND ,�'� I I I �ALL PAN�L �� AND NAILED �►1D l�d NAILS TILEvERED iT�D OTNERlU15E � � ' � �o�� 00� ��,�M I�� u SGALE: I/4" = i'-D" � � INDEX OF DRAWINGS � n � �ni ininn-rinni oi nni ' Precise Eningeering Inc Project Title: � 1011 Mellen 5treet EI1gIf1B@f: Project ID: Centralia,WA 98531 Pro�ect Descr: (360)736-1137 � MU�tI �@ �J' It71 I@ BEall'1 File=c:lUserslHaroldIDOCUME-11ENERCA-11ROCNES-2.EC6 p y�p ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver.6.14.1.26 � °°.` '�..��.,@�"�s1"s�>��`..,.,�,��`-•.,,��«.� �. :� ...c.� _ .,.;��, av��-«:�-� ..N� ;. � . ;s;�,..�' ., "�. '�' `x.��g -„!;,;°�,^ ��. ,r:.� ., '� - m`'., ��e�ao-�L: Description : upper floor framing Wood Beam Design : A � Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 6x8, Sawn, Fully Unbraced Using Aliowable 5tress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-�c 1,300.0 ksi Density 32.210 pcf � Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-�oc 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=12.0 ft � Unif Load: D=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 k/ft,Trib=7.0 ft Design Summarv o,��<3� .o.�Ro =Bth�$�._...: --s , Max fb/Fb Ratio = 0.885, � �--_-.. ,.__ � ____z . � fb:Actual: 889.13 psi at 3.000 ft in Span#1 ; �I Fb:Allowable: 1,004.60 psi ' Load Comb: +D+0.750L+0.750S+H �- �; Max fv/FvRatio= 0.376: 1 �j � fv:Actual: 73.48 psi at 5.380 ft in Span#1 � Fv:Ailowable: 195.50 psi 6.Oft,6xe Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.035 in Downward Totai 0.116 in Left Support 1.24 0.84 0.90 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.24 0.84 0.90 Live Load Defl Ratio 2057 >360 Total Defl Ratio 621 >360 � Wood Beam Design : B Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 5.5x12, GLB, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending � Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-bc 1800 ksi Density 3221 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads � Unif Load: D=0.0150, S=0.0250 Wft,Trib=12.0 ft Unif Loatl: D=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 k/ft,Trib=3.0 ft Des+qn Summary � Max fb/Fb Ratio = 0.481 � � o o.o i2o fb :Actual: 1,327.53 psi at 6.750 ft in Span#1 ,� Fb:Allowable: 2,760.00 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.275: 1 v � fv:Actual: 83.91 psi at 12.510 ft in Span#1 �3.so n, 5.5xt2 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D � Lr S w E H Downward L+Lr+S 0.158 in Downward Total 0.393 in � Left Support 2.20 0.81 2.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.20 0.81 2.03 Live Load Defl Ratio 1024 >360 Total Defl Ratio 412 >360 Wood Beam Design : C Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 � BEAM Size : 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-�cx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi � Applied Loads Unif Load: D=0.0220, L=0.040 klft,Trib=10.0 ft Desiqn Summary oro zzo,;o ao Max fb/Fb Ratio = Q.186• � � fb:Actual: 162.33 psi at 1.500 ft in Span#1 Fb:Allowable: 874.39 psi � ' � Load Comb: +D+L+H 4� �� Max fv/FvRatio= � 0.117: 1 /� � � fv:Actual: 19.84 psi at 2.380 ft in Span#1 Fv:Allowable: 170.00 psi 3.0 fl,6x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.33 0.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in � Right Support 0.33 0.&0 Live Load Defl Ratio 12347 >360 Total Defl Ratio 7966 >360 � Precise Eningeering Inc Project Title: 1011 Melien Street Ef191�ee�: Project ID: Centralia,WA 98531 Pro�ect Descr: (360)736-1137 � MU�tI �@ rJ1171 �@ B@alll File=c:lUsers\Haroid\DOCUME-t\ENERCA-11ROCHES-2.EC6 P p ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver.6.14.1.26 � w' .: ; . r::..E�9R $' ��3,.�. . . <.a.� u:.�: A �� . ��` �' S�:F. � '�`��t'��.�� `�I�;��.w Wood Beam Design : D Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 � BEAM Size : 5.25x9.5,VersaLam, Fully Braced Using Allowabie Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade : Versa Lam 2800 Fb-Tension 2800 psi Fc-Pril 3000 psi Fv 285 psi Ebend-�oc 2000 ksi Density 32.21 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 2100 psi Eminbend-�oc 2000 ksi � Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=10,0 ft Desiqn Summary Max fb/Fb Ratio = 0.55&• � oro zzo�,ro Qo> � fb :Actual: 1,557.48 psi at 5.750 ft in Span#1 ` -� � I Fb:Allowable: 2,800.00 psi LoadComb: +D+L+H ) � , Max fv/FvRatio= 0.326: 1 `—• — ' � fv:Actual: 92.92 psi at 0.000 ft in Span#1 11.5D ft, 525x9.5 i Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.211 in Downward Total 0.327 in Left Support 1.27 2.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.27 2.30 Live Load Defl Ratio 654 >360 Total Defi Ratio 422 >360 � ' � ' ' ' . ' ' r � � � � �BoiseCascade Single 9-1/2" BCIO 5000-1.7 DF Joist\J01 Dry � 1 span � No cantilevers � 0/12 slope Thursday, April 24, 2014 � BC CALC�Design Report-US 16 OCS � Repetitive � Glued &nailed construction Build 2627 File Name: BC CALC Project Job Name: Description: Designs\J01 Address: Specifier. City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: � � ' 2 ' ' �. � :r � ;r m s -s � a� . . . � . `r . . r °" -m- . . '* . . . . . . . . . . . l . . . . . . . �` . �.. ..� ... ,. .,. ., ,.. .,_ W, .�, � _�. ., r.. z.. �,e n .... <— � . _ -° „ .,,, -,> �-� .�.. . "- .�— . l I �4-��-�� gp B1 Total Horizontal Product Length= 14-00-00 Reaction Summary (Down / Uplift) �ibs) Bearinq Live Dead Snow Wind Roof Live � B0, 2-1/2" 467/0 112/0 B 1, 2-1/2" 467/0 112/0 � Live Dead Snow Wind Roof Live OCS Load Summary Taq Description Load Type Ref. Start End 100°/a 90% 115% 160% 125°/a 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 14-00-00 40 12 16 � 2 Partition Load Partition (Ib/ft^2) L 00-00-00 14-00-00 10 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must � Pos. Moment 1,942 ft-Ibs 78.9% 100% 1 07-00-00 be verified by anyone who would rely on End Reaction 579 Ibs 55.8% 100% 1 00-00-00 output as evidence of suitability for End Shear 561 Ibs 38.1% 100% 1 00-02-OS particular application.Output here based on building code-accepted design Total Load Defl. U466 (0.353") 77.2% n/a 1 07-00-00 properties and analysis methods. � Live Load Defl. L/578 (0.285") 83% n/a 2 07-00-00 Installation of BOISE engineered wood Max Defl. 0.353" 35.3% n/a 1 07-00-00 Products must be in accordance with Span/Depth 17.3 n/a n/a 0 00-00-00 current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call � %Allow %Allow (800)232-0788 before installation.\n\nBC Bearing Supports Dim.(L x W) Value Support Member Material CALC�,BC FRAMER�,AJST"" BO Wall/Plate 2-1/2"x 2" 579 Ibs n/a 55.8% Unspecified ALLJOIST�,BC RIM BOARDT"" BCio, B1 Wall/Plate 2-1/2"x 2" 579 Ibs n/a 55.8% Unspecified BOISE GLULAMT"" SIMPLE FRAMING � SYSTEM�,VERSA-LAM�,VERSA-RIM PLUS�,VERSA-RIM�, Notes VERSA-STRAND�,VERSA-STUD�are Design meets User specified (L/360)Total load deflection criteria. trademarks of Boise Cascade wood Design meets User specified (L/480) Live load deflection criteria. Products�.L.C. � Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite EI value based on 23/32"thick OSB sheathing glued and nailed to member. �+ Design based on Dry Service Condition. `M Deflections less than 1/8"were ignored in the results. � ' _ � Page 1 of 1 . . ' � � .,�..,��: , ,-w x,.�t: ��.._�_�.. 13'-8° 12'-8" � e � - - - _ � � � � � ? � � � � 4 4"GONG.SLAB n I 0 ( p I I � - � - - - - N - � � _ � ( - 6X8 GIRDER I � 8�� 3 z �- I 2. � �- � i � �,. 6l XS `.� ��o I 2. � \ I 3 v v I 3'-ID" 5'-II" � I I I 4 � - - � I I I �. � � I I � � 6X8 SIM. I 2 8 I I. I � I � — — — — — — — -- w 2. 3. I � � 26'-4" � ��UN1��4T I ON P�,4N SGALE: I/4" = I'_0° ' � , � � �BoiseCascade Double 9-1/2" BCIO 5000-1.7 DF Joist1J02 Dry � 1 span � No cantilevers � 0/12 slope Thursday, April 24, 2014 � BC CALC�Design Report- US 16 OCS � Repetitive � Glued &nailed construction Build 2627 File Name: BC CALC Project Job Name: Description: Designs\J02 � Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: � � 3 � ��' � � "° � � w � � � � 4 � = tr � � u � �-- � -- w �r � � � � .� � � � � _, . _: .- � � ;� � __— ---- -- -- � _ ,, _ �. � � ;� o. � —s 3 �� ( � � � 10-06-00 BO B1 Total Horizontal Product Length= 10-06-00 � Reaction Summary(Down /Uplift) �ibs) Bearinq Live Dead Snow Wind Roof Live B0, 2-1/2" 550/0 159/0 B 1, 2-1/2" 570/0 166/0 � Live Dead Snow Wind Roof Live OCS Load Summary Taq Description Load Type Ref. Start End 100°/a 90°/a 115% 160% 125% � 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 10-06-00 40 12 16 2 Partition Load Partition (Ib/ft^2) L 00-00-00 10-06-00 10 16 3 STAIR Conc. Pt. (Ibs) L 05-06-00 05-06-00 420 157 n/a � Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,542 ft-Ibs 51.7% 100% 1 05-05-15 be verified by anyone who would rely on End Reaction 737 Ibs 35.5% 100% 1 10-06-00 output as evidence of suitability for � End Shear 719 Ibs 24.4% 100% 1 10-03-08 Particular application.Output here based on building code-accepted design Total Load Defl. U761 (0.161") 47.3% n/a 1 05-05-15 properties and analysis methods. Live Load Defl. U999 (0.123") n/a n/a 2 05-05-15 Installation of BOISE engineered wood Max Defl. 0.161" 16.1% n/a 1 05-05-15 Products must be in accordance with � Span/Depth 12.9 n/a n/a 0 00-00-00 current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call %Allow %Allow (800)232-0788 before installation.\n\nBC � Bearing Supports Dim.(L x W) Value Support Member Material CALCOO,BC FRAMER�,AJST"^, BO Wall/Plate 2-1/2��X 4'� 708 Ib5 Il/8 34.1% Unspecified ALLJOIST�,BC RIM BOARDT"" BCI RO, 81 Wall/Plate 2-1/2"x 4" 737 Ibs n/a 35.5% Unspecified BOISE GLULAMT^^ SIMPLE FRAMING SYSTEM�,VERSA-LAM�,VERSA-RIM PLUS�,VERSA-RIM�, � NOtes VERSA-STRAND�,VERSA-STUD�are Design meets User specified (L/360)Total load deflection criteria. trademarks of Boise Cascade wood Design meets User specified (L/480) Live load deflection criteria. Products�.�.C. Design meets arbitrary(1") Maximum total load deflection criteria. � Calculations assume Member is Fully Braced. Composite EI value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. � Deflections less than 1/8"were ignored in the results. ' � Page 1 of 1 � Precise Eningeering Inc Project Title: 1011 Meilen Street E�91i1ee�: Project ID: Centralia,WA 98531 Pro�ect Descr: � (360)736-1137 File=c:lUsers\HaroId�DOCUME-11ENERCA-11ROCHES-2.EC6 MU�tlp�@ CJlfllp�@ B@1lll ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver.6.14.1.26 � � � .�; :;"��,;s;,c: �.��- .. .,r,r+�" °'�'" �;- 7�, �, � �.�,� ''"" T "�'s n�p�: ,v �- Description : main floor Wood Beam Design : q � Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 � Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-bc 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-�oc 580 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=10.0 ft � Desiqn Summary o,o zzo,.rc G�� . Max fb/Fb Ratio = 0.787• 1 � ', fb:Actuai: 917.52 psi at 2.750 ft in Span#1 Fb:Allowable: 1,165.92 psi � , � Load Comb: +D+L+H `� � Max fv/FvRatio= 0.440: 1 � l._� fv:Actual: 79.29 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi S.SOft,4x8 Load Comb: +D+L+H Max Deflections � Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.047 in Downward Total 0.072 in Left Support 0.61 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.61 1.10 Live Load Defl Ratio 1417 >360 Total Defl Ratio 914 >360 Wood Beam Design : B � Catculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-bc 1600 ksi Density 32.21 pcf � Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0220, L=0.040 klft;Trib=7.0 ft Unif Load: D=0.080 klft,Trib=1.0 ft � Unif Load: D=0.0220, L=0.040 k/ft,Trib=7.0 ft Design Summary �,<<�z��; Max fb/Fb Ratio = Q.954; � * ' '`' 2"'`" ' ' fb:Actual: 1,025.66 psi at 3.000 ft in Span#1 � Fb:Allowable: 1,075.07 psi ' Load Comb: +D+L+H � �'�, � Max fv/FvRatio= 0.547: 1 L � fv:Actual: 98.39 psi at 5.240 ft in Span#1 Fv:Allowable: 180.00 psi sore,4x,o � Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.044 in Downward Total 0.075 in Left Support 1.16 1.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.16 1.68 Live Load Defl Ratio 1619 >360 Total Defl Ratio 956 >360 � � ' 1 � r _ rn c � � 'x a� � U c� � �E �c, � o `� � N � � � � � � . � � � � � � (6 � � rL� � � L � � O p) � o � V °-o � ,,,., N .�— N � � � � U �� •L � � T � �, � n �i �j O a � ... � U � � o � -, � a� � Z �° � � � ; q � o � � � � � U U (6 V tn � � �V � � � � � �� "�' aL`�i c m V � O '� °o � � � 'J N � C O � •,� � L � � � a � � � � ti 0 � � � q � � � �� .� � r� N }' t ,� � � '= � CV •,� •� � � � � � � � � � w 3 � � � � •,V � N w M V � �' Q- � � � � � � N �"� L O � � L j � � "a O � C� Z UO Q � N U Q.. O � Q � � Q � L � .� � "'' � (� (� W � � O � � C fn � � O � � (6 � t� � � � V � V � � � L "� � � � J N � U � U ` � N � Q Z (� � � E U � � c� � � Z � � . . #,� N � �' N "� O �gtE L � � (6 ,f 4P a -� N � � � � � �U �4 u � � � N `� = Q (6 "� � Q O S e fn � V O F a; � Z Q rn �c � � �� _ � � � � '� � �O,�d m � � m � Q (!) m