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20130200 Permit Pkg 05172013 �oF�'H�� City Of Yelm Permit ►vo.: 20130200 4 '� � � Community Development Department Issue Date: 5/17/2013 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 L ""`»"'°'°" Fax: (360)458-3144 Applicant: Name: MIKE MALAN Phone: Address: 17044 156TH PLACE SE Property Information: site Address: 1502 YELM AVE W 12 Owner: MIKE MALAN Assessor Parcel No.: Subdivision: Lot: Contractor Information: Name: MIKE MALAN Phone: Address: 17044 156TH PLACE SE Contractor License No.: Expires: 0/00l0000 Project Information: Project: BUILDING Description of Work: 40X30 FT GARAGE WITH ATTACHED 20X30 FT CARPORT Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): Second Third Garage 1800 Basement Fees: Item Contractor Fees BUILDING MIKE MALAN $ 645.56 TOTAL FEES: $ 645.56 ApplicanYs 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 restri ns of record. If apply� g�a contractor, I further certify that I am currently ,5�° Final Inspection: registered in the�t�t��NVashin n. �; / Signature } '/��... Date Date: � Firm BY� Cifi� of Yelm �: � �5$ 8401 REC#: OO12�337 OPER: CQ TERM: p��17/201� REF#; 6030 �' �'� pM TRAN: 33.U000 20130200 �UrLDIryG pERMITS MALAN, MIKE �4$�56CR BLpG 1502 YELM AVE W 1Z b45.56CR rENDEREp; APPIIEU: ��5.5� CHF.CK 645.56- CHANGE: �-"'.�.~-_--�_ D•00 � ' 2 oz� . �Y� CITY OF YELM �7 Jt RESIDENTIAL BUILDING PERMIT APPLICATION FORM � L \ �� Project Addr s: Ir� �t�. Parce�#: s?!7/°33�d� ( � � �� t , � � Subdivision: U�► �5� �J�S � Lot#: ,c� Plan #: Zoning: �'New Construction ❑ Re-Model/ Re-Roof/Addition ❑ Home Occupation Sign ❑ Plumbing ❑ Mechanical ❑ Mobile/ nufactured Home Placement ❑ Other � Project Descrip �on/Scope of Work:� ��/�"�/ �'�'r�t° 2c3�4 C'C�'��'3Oi K�/,C�9rp"r r �� Project Value: �c� � 5 Building Area (sq. ft) 1St Fioor� 2"d Floor 3rd Floor Garage-2 car 3 car Covered Patio Covered Porch Patio Deck # Bedrooms_ # Bathrooms_ Heating: GAS/OTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? �/�• /fyes, a completed environmental checklist must accompany permit application. BUILDING �N NAME; / � d U ADDR � Q, x `{ EMAIL CITYP �'! STATE ZIP TELEPHONE U�- 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. I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described pro ert will be in accordance with the laws,rules and regulations of the State of Washington and the C' Yel � f --. � °�a�'�.� App icant's Si ure Date Owner/Contractor/Own r's Agent/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 � ��'.1�ED APR 2 � 2013 105 Yelm Auenue West .458-3835 Yelm, WA 98597 - www.ci.yelm.wa.us �'o ' � - `�- �- �� Q � o� � _ � ti - �- . t^. 'J`� �_ �,`�' � �� _ 4 , �...� � � �- ��c�a�� _ . . .� �� :.� .� [�� F e L �: �; �--� . � _..�..,�.,.. .,��..�, ...ur .,u��.u� � u�., rage i o� 1 Thurston County Map �� . � . � � . �� ; � �., �� k,£Rx , �� .a9� � �� e�b�' a� ^�� .��... � +.,'.C�`'� 5";, ��,.,u � *'�y�' �� ; �a� ��rv �'�'z� �.. �` �r � � � <.�; a,�. �a`='�? 'q * �., . �7 s ��' k * � � � '�,a � �q �,:t u��.� ' .�,2 �' S�, � '° �r�� . a "� � -� �,��-,k g�� . .' �` 4��" �"ix�� "��,f � 5,,d� �1 �"' :). ; �� i :; � . s��a 'r. '"�;� '�' '�� k-� �, � � a- �. ', ; � � �' 7��'�. ��8ry ,� x s ��ar a � �:��" '�^� �., ,a^'`` & � � � �"� ��,_`v:i' a- '? ,e." . 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I hurston Coun(p makes every effori[o�ensuiz tha(fhis map iti a true and acourate representation of thr�vork of Counh�gocemment.Howevcr,the Counh��nd all related L��-,r,,f� personnel make no��-arranty,expressed or implied,regarding the accuracy,completeness or com�eniznce ofany in(o�rn�i,ion disdosed on this map.Nor does the County accapf liability ,�^�/ �,�a�p��a� � for env dain3_e or iqju�y�iutird by the use ul'this map- �� 1tx1[I GUTies To the fldlest extent perrnissibla pursuant to applicablc la�v,T'huistun Cuunty diselaims all �� R«aE�s uarranties,erpress or implied_induding,but noi limi[ed to,implied warranhes uf inerchant LM1Tdtes'$odies abilit��,data fimess for a particular purpose.,and non-intYinaements of�roprict�ry rights StceaF3ts thider no circimutances.including,but not limited to,negligence,shall"('hurston Countv be liable for am�direct,indirect,incidental,special or consequcntial damages tliat residt f'rom Z�� the use crf,or the inability to use.`fhurston Cc>unry materiais. r�^—� +Contorus ! 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PO Box 1009 � 34 NE Boistfort, Suite 118 ,�,,:�,�,� �. Chehalis,WA 98532 ��,``�� "�'-�. 360.740.6147 �� ` �� `�- � � � '� t� �' � ;Z � '' 3064 � �� r. - �s u� \, �'�� ^�,�`, .. � �-r� ►� a � ' ; , � I �, Page 1 MASON ENGINEERING INC. PO Box 1009 , CHEHALIS,WA 98532 ' � (360)740-6147 , SIMPLIFIED WIND LOAD METHOD , ,. ; �, PROJECT NAME: Malan Area: Garage �, 1st Floor Height 9 feet " 2nd Floor Height 0 feet 2nd Floor Allowance 0 feet ' ' Roof Ridge Elevation 14 feet , Roof Eave Elevation 9 feet Least Horizontal Dim 30 feet Mean Roof Elevation 11.5 feet ' Basic Wind Speed 85 mph '` Importance Factor,Iw � Wind Exposure B � Height 8� Exposure � �, Roof Pitch in 12" 4 Majority � Wind Design Pressure 4S Zone A ' 15.9 � ` Zo�le B -42 Cnet � Zone C 10.6 Zone D ' -2.3 � Width a °' 10%least horizontal 3 feet v 40%Height 4.6 feet 4%least horizontal �•2 " 3 Not less than 3 � a equals !' _ 3' C and D zone width 18 feet , A and B zone width 12 feet � Average Roof Loading -3.06 psf Average wall loading 12.72 psf p Overall Average Wind 7.08 psf MUST 10PSF , DES/GN VALUES Roof Loading 10.00 psf �'` Wall Loading 12.72 psf : r Roof Loading 50 Lbs/ft I � 2nd Walls 0.00 Lbsfft � � Wind Loading per level per foot basis i � Roof Load(1-story)ISecond Floor Load(2-story) �J0.00 Ibs/ft � N 1st Floor 107.24 Ibs/ft �.� , _ , M � Page 2 MASON ENGWEERING INC. ', PO Box 1009 CHEHALIS,WA 98532 � (360)740-6147 SIMPLIFIED SEISMIC LOADING ,. , � PROJECT NAME: Malan Area: Garage ' ,, Direction: Lateral ' a Elastic Response(Sds) 0.83 ,, Response Modification(R) 6.5 ' � Max. Seismic Acc.(Sms) ��2� ' r Site Coefficient(Fa) 1.00 ', Mapped spect.Accel. (Ss) " 1.25 ' 6 Design Acceleration(VIW) 0.15 r � Weights ^ 2 Roof Length 32 feet � n roof weight 15 psf d Number of perp.Walls � , Height of walls 0 feet Floor wall weight _ 10 psf TOTAL WEIGHT/FOOT WIDTH 480 LBS Seismic 73.85 Ibs/ft e, 1 Floor Length 0 feet s Floor weight 15 psf � t Number of 1st Floor Walls 2 Height of walls 9 feet � Floor Wall weight : 10,I psf TOTAL WEIGHT/FOOT WIDTH 90 LBS Seismic 87.69 Ibslft � r � � � � � , �' i ,, Page 3 MASON ENGINEERING INC. I , PO Box 1009 CHEHALIS,WA 98532 � (360)740-6147 SIMPLIFIED SEISMIC LOADING ,. ,� PROJECT NAME: Malan Area: Garage , ,, Direction: Longitudinal `" Elastic Response(Sds) 0.83 Response Modification(R) 6.5 �� ' Max. Seismic Acc. (Sms) 1.25 � Site Coefficient(Fa) 1.00 c� Mapped spect.Accel.(Ss) 1.25, � Design Acceleration(V/V1/) 0.15 w Weights ' 2 Roof Length 62 feet � n roof weight 15 psf d Number of perp.Walls � , Height of walls 0 feet Floor wall weight 10 psf �. TOTAL WEIGHT/FOOT WIDTH 930 LBS Seismic 143.08 Ibs/ft �� 1 Floor Length � 0 feet s Floor weight 15 psf � t Number of 1st Floor Walls 2 Height of walls 9 feet � Floor Wall weight 10 psf TOTAL WEIGHT/FOOT WIDTH 90 LBS Seismic 156.92 Ibs/ft t , ' ' Ili ' ' ' ' � u Page 4 � MASON ENGINEERING INC. ', *, PO Box 1009 CHEHALIS,WA 98532 ' � (360)740-6147 Wali Line Loadings ' , ,; PROJECT NAME: Malan Area: r LeveL• Main ' �" Direction: Lateral , �' w LOAD CASE 1 Wind Loading per foot '107.24 Ibs/ft Page 1 ' r Seismic Loading per foot 87.69 Ibs/ft Page 2 � , Second Floor Wind Loading per foot ' Ibs/ft Seismic Loading per foot ' 'Ibs/ft b \ LOAD CASE 3 ' ' Wind Loading per foot Ibs/ft � Seismic Loading per foot ` Ibs/ft r � Distance to Wall Line Load Case Next Shearline Seimic Wind � Left Wall 1 40 1,753.80 2,144.80 Right Wall 1 60 2,630.70 3,217.20 'NG NG NG NG , NG NG NG NG 'NG NG � NG NG NG NG 'NG NG � . ;NG NG , ' ' ' r ,I ' ,. il � Page 5 MASON ENGINEERING INC. �, PO Box 1009 CHEHALIS,WA 98532 � (360)740-6147 Wall Line Loadings � � PROJECT NAME: Malan Area: � ' LeveL• Main ' '� Direction: Longitudinal � �w LOAD CASE 1 Wind Loading per foot 10724 Ibs/ft Page 1 ' � Seismic Loading per foot 156.92 Ibs/ft Page 3 � ,, Second Floor Wind Loading per foot Ibslft Seismic Loading per foot Ibs/ft r LOAD CASE 3 "` Wind Loading per foot 'Ibs/ft w Seismic Loading per foot Ibs/ft r � Distance to Wall Line Load Case Next Shearline Seimic Wind � Front and Rear Walls 1 30 2,353.80 1,608.60 NG NG NG NG NG NG � 'NG NG NG NG NG NG � NG NG 'NG NG NG NG � ,NG NG t ' ' ' ' ' F Page 6 MASON ENGINEERING INC. � �, PO Box 1009 CHEHALIS,WA 98532 ', � (360)740-6147 , SHEARWALLS . I `' PROJECT NAME: Malan Level I * Wall Line Left Wall �' TOTAL LENGTH OF PANELS IN WALL LINE: 25 feet Loading Total Seismic 1753.80 �bs on wall line Page 4 " Total Wind 2144.80 Ibs on wall line a � Geometry Panel Length 25 feet � Panel Height _ 9 feet Panel Aspect Ratio 0.36 � � Weights Roof Dead Load 15 psf Floor Dead Load 15 psf ` Wall Weight 10 psf 4 TRIBUTARY ROOF LENGTH TO WALL: 4 feet � TRiBUTARY FLOOR LENGTH TO WALL: 0 feet HEIGHT OF WALLS ABOVE: 0 feet HEADER OR CORNER LENGTH ADJ. 0 feet CALCULATIONS: � Total Panel Seismic(unfactored) 1753.80 Ibs Total Panel Wind 2144.80 Ibs p Factored Seismic for Panel Aspect Ratio 1753.80 Ibs Design Loading for Panel 2144.80 Ibs Wind � SHEAR LOADING ON WALL LBS/FT: 85.79 Ibs per foot OVERTURNING ON SHORT WALL: 19303.20 foot-Ibs " VERT. LOAD PER FOOT ON WALL: 206.65 � RESISTANCE MOMENT ON WALL: 64576.88 foot-Ibs NET MOMENT: -45273.68 foot-Ibs 3 RESULTS: � SHEAR REQUIREMENT: 85.79 Ibs/ft Shear Wall Schedule Type: Allowable Shear. u Interior Wall 16d Nail Spacing 18 o.c. � HOLDOWN CAPACITY: -1810.95 Ibs N Holdown Type Used: � Holdown Capacity: �: Number of Studs Required: � ' i, � i �- � � Page 7 MASON ENGINEERING INC. �! �, PO Box 1009 CHEHALIS,WA 98532 ; � (360)740-6147 ' SHEARWALLS ' � I ' �" PROJECT NAME: Malan Level ! r Wall Line Right Wall �' TOTAL LENGTH OF PANELS IN WALL LINE: 30 feet Loading Total Seismic 2630.70 Ibs on wall line Page 4 � �' Total Wind 3217.20 Ibs on wall line ; , " Geometry Panel Length ' 30 feet W Panel Height 9 feet Panel Aspect Ratio 0.3 � Weights Roof Dead Load 15 psf Floor Dead Load 15 psf Wall Weight 10 psf il TRIBUTARY ROOF LENGTH TO WALL: 8 feet TRIBUTARY FLOOR LENGTH TO WALL: 0 feet HEIGHT OF WALLS ABOVE: 0 feet � HEADER OR CORNER LENGTH ADJ. 0 feet � CALCULATIONS: a Total Panel Seismic(unfactored) 2630.70 Ibs Total Panel Wind 3217.20 Ibs Factored Seismic for Panel Aspect Ratio 2630.70 Ibs Design Loading for Panel 3217.20 Ibs Wind ` SHEAR LOADING ON WALL LBS/FT: 107.24 Ibs per foot OVERTURNING ON SHORT WALL: 28954.80 foot-Ibs ' VERT. LOAD PER FOOT ON WALL: 279•97 �., RESISTANCE MOMENT ON WALL: 125987.40 foot-Ibs NET MOMENT: -97032.60 foot-Ibs � RESULTS: � SHEAR REQUIREMENT: 107.24 Ibs/ft Shear Wall Schedule Type: Allowable Shear. i Interior Wall 16d Nail Spacing 14 o.c. � HOLDOWN CAPACITY: -3234.42 Ibs , Holdown Type Used: Holdown Capacity: Number of Studs Required: � ' ' ' ! 4 Page 8 MASON ENGINEERING INC. � � PO Box 1009 CHEHALIS,WA 98532 �, (360)740-6147 ' SHEARWALLS ; , �' PROJECT NAME: Malan r, Level ' Wall Line Front Wall �' TOTAL LENGTH OF PANELS IN WALL LINE: 16 feet Loading Total Seismic 2353.80 Ibs on wali line Page 5 * Total Wind 1608.60 Ibs on wall line ,,, � Geometry Panel Length 16 feet +� Panel Height _ 9 feet Panei Aspect Ratio 0.5625 w Weights Roof Dead Load 15 psf Floor Dead Load 15 psf `` Wall Weight 10 psf 4 TRIBUTARY ROOF LENGTH TO WALL: 16 feet +� TRIBUTARY FLOOR LENGTH TO WALL: 0 feet v HEIGHT OF WALLS ABOVE: 0 feet HEADER OR CORNER LENGTH ADJ. 4 feet � CALCULATIONS: � Total Panel Seismic(unfactored) 2353.80 Ibs Total Panel Wind 1608.60 Ibs �° Factored Seismic for Panel Aspect Ratio 2353.80 Ibs Design Loading for Panel 2353.80 Ibs Seismic � SHEAR LOADING ON WALL LBS/FT: 147.11 tbs perfoot OVERTURNING ON SHORT WALL: 21184.20 foot-Ibs ` VERT. LOAD PER FOOT ON WALL: 266.64 a RESISTANCE MOMENT ON WALL: 42662.40 foot-Ibs NET MOMENT: -21478.20 foot-Ibs � RES U LTS: w SHEAR REQUIREMENT: 147.11 Ibs/ft Shear Wall Schedule Type: � Allowable Shear. � Interior Wall 16d Nail Spacing 10 o.c. � HOLDOWN CAPACITY: -1342.39 Ibs . Holdown Type Used: r Holdown Capacity: « Number of Studs Required: � ' � '. r , 4 Page 9 : MASON ENGINEERING INC. ; �. PO Box 1009 � CHEHALIS,WA 98532 ', ,� (360)740-6147 SHEARWALLS , �, �" PROJECT NAME: Malan ' �. Level Wall Line Rear Wall �' TOTAL LENGTH OF PANELS IN WALL LINE: 40 feet Loading Total Seismic 2353.80 Ibs on wall line Page 5 � Total Wind 1608.6Q Ibs on wall line a � Geomefry Panel Length 40'feet +� Panel Height 9 feet Panel Aspect Ratio 0.225 M � Weights Roof Dead Load 15 psf Floor Dead Load 15 psf ' Wall Weight 10 psf TRIBUTARY ROOF LENGTH TO WALL: 16 feet � TRIBUTARY FLOOR LENGTH TO WALL: 0 feet HEIGHT OF WALLS ABOVE: 0 feet a HEADER OR CORNER LENGTH ADJ. 0 feet M CALCULATIONS: � Total Panel Seismic(unfactored) 2353.80 Ibs Total Panel Wind 1608.60 Ibs r' Factored Seismic for Panel Aspect Ratio 2353.80 Ibs Design Loading for Panef 2353.80 Ibs Seismic ` SHEAR LOADING ON WALL LBS/FT: 58.85 Ibs per foot OVERTURNING ON SHORT WALL: 21184.20 foot-Ibs � VERT. LOAD PER FOOT ON WALL: 426.62 �,, RESISTANCE MOMENT ON WALL: 341299.20 foot-Ibs NET MOMENT: -320115.00 foot-Ibs a RESULTS: w SHEAR REQUIREMENT: 58.85 Ibs/ft Shear Wall Schedule Type: �° Allowable Shear. � Interior Wall 16d Nail Spacing 26 o.c. HOLDOWN CAPACITY: -8002.88 ibs � Holdown Type Used: Holdown Capacity: � Num6er of Studs Required: � ' , , � �� MASON Engineering Inc. I �' i `, � �, SIMPLE SPAN BEAM WORKSHEET ;' � PROJECT NAME: Malan BEAM LOCATION: Carport Beams �� Species 'GL ' � Commercial Grade 24f-v4 __ Factored "" Bending Fb 2400 2400 � Fc Perp 650 650 Shear Fv 265 265 ,: E 1800 1800 ' Repetitive Cr 1 1.15 Wet Fb Cm 1= 0.85 ' Wet Fc Cm 1 0.67 ,, Wet Fv Cm 1 0.97 Wet E Cm 1' 0.9 , Flat Use Factor �' Size Factor Fb � ` Incising Fb Ci 1 0.8 Incising E Ci 1 0.95 ,, BEAM SIZE b(inches) 5.125 �- d (inches) 15 _ _ __ __ __ . _ � MATERIAL TYPE: OTH TYPES LENGTH OF BEAM: 20 � 24F-V4 GLB � HEM FIR#2 HF2 UNIFORM LOAD OVER SPAN DF#2 DF2 DL(LBS/FT) 0 � DF BEAM DFBM LL(LBS/FT) 0' OTHER OTH � properties for other AREA LOAD1 floor Fb 2400 TRIB.WIDTH (FT) 0' � Fcperp 650 DEAD LOAD{PSF) 0' a Fv 265 LIVE LOAD(PSF) 0 E 1800 " Additional Factor 1 AREA LOAD 2 roof TRIB WIDTH (FT) 16 � SHEAR UNITY '-0.37 <1.0 DEAD LOAD(PSF) 15 , MOMENT UNITY 0.75 <1.0 LIVE LOAD(PSF) 25 LL def index 432.42 � DL deflection 0.36 inches POINT LOAD 1.5*DL def 0.54 inches SHORT END DIST(FT) 0 '` Bearing Length 1.98 inches DEAD LOAD(LBS) 0 a LIVE LOAD(LBS) 0 INCREASES .:_ �1�.,15_ � ' '�, , ; � , i ! �, loading calculations '' Uniform loading Area#1 I, � self weight of beam 18.76 Ibs/ft DL Ibsfft 0.00 Ibs/ft , � uniform dead toad 18.76 Ibs/ft LL Ibs/ft 0.00 Ibs/ft DL reaction 187.58 Ibs DL reaction 0.00 Ibs ' LL reaction 0.00 Ibs LL reaction 0.00 Ibs ' � Shear DL 164.13 Ibs Shear DL 0.00 Ibs ' � Shear LL 0.00 Ibs Shear LL 0.00 Ibs ' Moment DL 937.88 Ib-ft Moment DL 0.00 Ib-ft �° Moment LL 0.00 Ib-ft Moment LL 0.00 Ib-ft � deflection DL 0.03 in deflection DL 0.00 in deflection LL 0.00 in deflection LL 0.00 in � Area#2 POINT LOAD � DL Ibs/ft 240.00 Ibs/ft LL Ibs/ft 400.00 Ibs/ft �° DL reaction 2400.00 Ibs DL reaction 0.00 Ibs LL reaction 4000.00 Ibs LL reaction 0.00 Ibs �a Shear DL 2100.00 Ibs Shear DL 0.00 Ibs , Shear�L 3500.00 Ibs Shear LL 0.00 Ibs Moment DL 12000.00 Ib-ft Moment DL 0.00 Ib-ft � Moment LL 20000.00 Ib-ft Moment LL 0.00 Ib-ft deflection DL 0.33 in deflection DL 0.00 ' deflection LL ;,Q�.a�- deflection LL 0.00 � DL REACTION 2587.58 BEAM PROPERTIES , LL REACTION 4000.00 AREA 76•88 SHEAR LOAD . LBS S 192.19 ' MOMENT 32937.88 LB-FT I 1441.41 deflection DL 0.36 inches Size Factor '' deflection LL 0.56 inches Fb 2400.00 psi , Total deflection 0.91 inches Fcperp 650.00 psi Fv 265.00 psi �- Shear Stress fv 112.47 psi E 1800.00 ksi Moment Stress fb 1788.36 psi Cf � � a �'��- 7� �° � � a p 0' -crU � � � > ��. �� __�--- r rn ;�� •�V f � �� 5�= �'.�l�- w �/ / � � � l�i� � ,A �v�� 2�Z� � ' ' : , : � , '� MA S O N ; � Engineering Inc. i �. SIMPLE SPAN BEAM WORKSHEET ; P � PROJECT NAME: Malan ` BEAM LOCATION: OHD Headers � � Species DF Commercial Grade No. 1 _ Factored " Bending Fb 1350 1350 j,, Fc Perp 625 625 ShearFv 170 170 ' �.. E 9 600 1600 � Repetitive Cr 1 1.15 Wet Fb Cm 1' 0.85 � Wet Fc Cm 1 0.67 �. Wet Fv Cm 1' 0.97 Wet E Cm 1' 0.9 ! Flat Use Factor � Size Factor Fb � " Incising Fb Ci 1-- 0.8 .• Incising E Ci 1', 0.95 � BEAM SIZE b(inches) 5.5 �• d (inches) 7�5 _ _ � MATERIAL TYPE: OTH TYPES LENGTH OF BEAM: $' � 24F-V4 GLB � HEM FIR#2 HF2 UNIFORM LOAD OVER SPAN DF#2 DF2 DL(LBS/FT) 0 �� DF BEAM DFBM LL(LBS/FT) _ 0'' OTHER OTH �" AREA LOAD1 floor properties for other , Fb 1350 TRIB. WIDTH (FT) 0 Fcperp 625 DEAD LOAD(PSF) Oi � Fv 170 LIVE LOAD(PSF) 0 E 1600 " Additional Factor 1 AREA LOAD 2 roof TRIB WIDTH (FT) _ 16 � SHEAR UNITY `` 0.41 <1A DEAD LOAD(PSF) 95 , MOMENT UNITY 0.78 <1A LIVE LOAD(PSF) 25' LL def index 805.66 ' DL deflection 0.07 inches POINT LOAD 1.5*DL def 0.11 inches SHORT END DIST(FT) 0' ' Bearing Length 0.76 inches DEAD LOAD(LBS) 0 � LIVE LOAD(LBS) 0 INCREASES __ ', 1.��5; � ' ; � ,,. �. loading calculations ' Uniform loading Area#1 self weight of beam 10.07 Ibs/ft DL Ibs/ft 0.00 Ibs/ft ' uniform dead load 10.07 Ibs/ft LL Ibs/ft 0.00 Ibs/ft ` DL reaction 40.26 Ibs DL reaction 0.00 Ibs LL reaction 0.00 Ibs LL reaction 0.00 Ibs � Shear DL 33.97 Ibs Shear DL 0.00 Ibs � Shear LL 0.00 Ibs Shear LL 0.00 lbs Moment DL 80.52 ib-ft Moment DL 0.00 Ib-ft � Moment LL 0.00 Ib-ft Moment LL 0.00 Ib-ft deflection DL 0.00 in deflection DL 0.00 in + deflection LL 0.00 in deflection LL 0.00 in � Area#2 POINT LOAD � DL Ibs/ft 240.00 Ibs/ft LL Ibs/ft 400.00 Ibs/ft '' DL reaction 960.00 Ibs DL reaction 0.00 Ibs � LL reaction 1600.00 Ibs LL reaction 0.00 Ibs Shear DL 810.00 Ibs Shear DL 0.00 Ibs , Shear LL 1350.00 Ibs Shear LL 0.00 Ibs Moment DL 1920.00 Ib-ft Moment DL 0.00 Ib-ft � Moment LL 3200.00 Ib-ft Moment LL 0.00 Ib-ft deflection DL 0.07 in deflection DL 0.00 " deflection LL 0.12 in deflection LL 0.00 � DL REACTION 1000.26 BEAM PROPERTIES P LL REACTION 1600.00 AREA 41.25 SHEAR LOAD 2193.97 LBS S 51.56 � MOMENT 5200.52 LB-FT I 193.36 deflection DL 0.07 inches Size Factor P deflection LL 0.12 inches Fb 1350.00 psi � Total deflection 0.19 inches Fcperp 625.00 psi Fv 170.00 psi � Shear Stress fv 79.78 psi E 1600.00 ksi � Moment Stress fb 1052.44 psi Cf � ' ' ' ' , ' . ,,' � i� Stud Sizing sc�ds i r� Material Design Values Fb Ft Fv Fcperp Fcpar E i w Hem Fir 1 975 650 70 405 850 1,300,000 Hem Fir 2 575 350 70 405 375 1,100,000 + Valuesused _.: ;.'. 575, 375 .:.,. ', 140 405 ' 375 1,1,00,000 � 4� $tUd$12@ P �' Roof Dead Load on Pole 480 Roof Live Load on Pole 800 F fc total load 155.15 psi W fc 1/2 snow 106.67 psi * Design Moment on Pole 303.80 Ib-feet � Section Modulus of Pole 7.5625 I fb fuil wind 482.0628099 � r ��2,,N�d 241.031405 r Kle/d Unbraced Major Axis 9 19.63636364 � unbraced length minor axis � $ K � w Design Kle/d 19.63636364 � 0.8 � KcE 0.3 � FcE 855.8384774 Fce/Fc 2.28223594 Minor Column equ 2.051397462 P CP 0.887165259 a F'c 442.4736728 psi . F'b 766.475 psi w Pole width netinches 1.5 inches Pole depth net inches 5.5f inches �f Unity Equations � Full snow+1/2 wind 0.507051652 Full wind+1/2 snow 0.776596443 M � ' ' � � 1 ` � �l� , � ��1�� c� C-� s �� 7��!r��e�e 1-:'y� r�'�v-� �/�-t; Cl� �t�.j� Page 8 rev MASON ENGINEERING INC. PO Box 1009 CHEHALIS,WA 98532 (360)740-6147 �'� ' SHEARWALLS PROJECT NAME: N9alan �� tc.��-� �� Level Wall Line Fron#IIValI �� lU� ^�°`a�-- � , TOTAL LENGTH OF PANELS IN WALL LINE: 14 feet �� ' Loading Total Seismic 2353.80 Ibs on wall line Page 5 Total Wind 1608.60 Ibs on wall line Geometry Panel Length 3 feet Panel Height 9 feet Pane�Aspect Ratio 3 Weights Roof Dead Load 15 psf _ - ° Floor Dead Load 15 psfi �� F ':� _ Wall Weight ' 10 psf ' � ' !` , . -� : . °'',�,�. � ` '"� `:':a TRIBUTARY ROOF LENGTH TO WALL: : 16 feet ` ; TRIBUTARY FLOOR LENGTH TO WALL: 0 feet � � '` �,'� � HEIGHT OF WALLS ABOVE: < Q feet �-� $ � HEADER OR CORNER LENGTH ADJ. 4 feet ��,•F��f E Fy��{��.,:� � ,� _ , . � �`�-. �, �.�. �;= �----�. �G �; CALCULATIONS: "`�,, ��1'V-��,��;`�" Total Panel Seismic(unfactored) 504.39 Ibs � .:.��::�-�_ ��1r3 Total Panel Wind 344.70 Ibs Factored Seismic for Panel Aspect Ratio 756.58 Ibs Design Loading for Panel 756.58 Ibs Seismic SHEAR LOADING ON WALL LBSIFT: 252.19 Ibs per foot OVERTURNING ON SHORT WALL: 6809.21 foot-Ibs VERT. LOAD PER FOOT ON WALL: 179.98 RESISTANCE MOMENT ON WALL: 1889.81 foot-Ibs NET MOMENT: 4919.40 foot-Ibs RESULTS: SHEAR REQUIREMENT: 252.19 fbs/ft Shear Wall Schedule Type: Allowable Shear. Interior Wall 16d Nail Spacing 6 o.c. HOLDOWN CAPACITY: 1639.80 Ibs Holdown Type Used: Holdown Capacity: Number of Studs Required: �� ; 30 1 S4 `� h � : 4• 5oyti. ��' �� 3°MAN DOOR CAN B PLACED AT D ERS DISCRETION 8, , 5 0`'�. 2' � �,0 o5�h ,5 2 3, ��J , 4" SLAB ON GRADE 1 FIBERMESH OR #4 ; S4 ON 6 MlL VAPOR E , 1�' ---_-----__..— .__.........____------------- -------... h ti� Q5 0�2,5 � � � ��. � 0 5 J?,' SUGGESTED CONSTRU� 3' �,0 CON rROL ✓OIN TS � 1� EA. WA Y , _........._...____._......_................_._.....----...__..._........_......__._.._. _..._....._._..._._.__....---...._........__._..___.._...._- i 8' 5 2� I'I 5�5 2• �' �oJ 05,�5 4, � o J7.,5 x I �' S S4 2'-0" X 2'-0" X 10" FTG W/(2) #4 EA WA Y C ALL METHODS MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2009 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY. ALL REFERENCE TO OTHER CODES AND STANDARDS, (ACI, ASIA ETC.), SHALL BE FOR THE LATEST OR MOST CURRENT EDITION AVAILABLE. MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS ROOF AND WALLS WITH ARCHITECTURAL DRAWINGS. CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT AS APPROVED BY THE ENGINEER. la {!!1'I.tIL'il EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL. OVER- £XCAVAITONS SHALL BE BACKRLLED WITH LEAN CONCRETE (fc -Z000 PSI) AT THE CONTRACTORS EXPENSE. EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES TANKS, AND OTHER CONCEALED ITEMS UPON DISCOVERY, DO NOT PROCEED WHIN WORK UNTIL PROVIDE RECEIVING WRITTEN INSTRUCTIONS FROM £NGAIEER. DRAINAGE AS NECESSARY TO AVOID WATER - SOFTENED SUBGRADE FILL BACIVLL AND COMPACTION BACKRLL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL MATERIAL SUBJECT TO ROT OR CORROSION. ALL FILL PLACED AGAINST RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL. STRUCTURAL TILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR, PLACED IN 6 INCH LIFTS AND COMPACTED TO AT LEAST 95X OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D -1557 (MOD PROCTOR) AND ASTM D -698 A (STANDARD PARTICLE SI £DIAMETER. I LL NAVE ZE OF 3/8- A STRUC7URAL CONCRETE ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS OF ACI -307 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS J PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI -301. PLACE CONCRETE PER ACJ -304 AND CONFORM 70 ACI -604 (306) FOR WINTER CONCRETING AND ACI -605 (305) FOR HOT WEATHER CONCRETING USE INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER - VIBRATE. CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS PR07ECT ALL CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER PLACING. STRENGTH TWENTY -EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE: PSI SLUMP SLABS 2,500 3 " +/- 1' FOOTINGS 2,500 4'+1 - 1- THESE SLUMPS MAY BE INCREASED WITH PROPER ADD17ION OF ADMIXTURES FOR WORKABILITY W7IHOUT CHANGING THE WATER CONTENT OF THE ORIGINAL APPROVED MIX DESIGN. ADMIXTURES CONTAINING CHLORIDES ARE NOT PERMITTED UNLESS APPROVED BY THE ENGINEER. MA TETBALS CEMENT ASTM 150 TYPE ! OR TYPE 1 -11. ENGINEER'S APPROVAL IS NEEDED FOR USE OF TYPE ill CEMENT. COARSE AND RNE AGGREGATE.' ASTM C33. WATER SHALL BE CLEAN AND POTABLE. WATER REDUCING ADMIXTURE., ASTM C494. ADMIXTURES SHALL BE USED IN EXACT ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. SYN£RGIZED PERFORMANCE SYSTEMS-CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAYBE USED SUBJECT TO ENGINEER'S APPROVAL. AIR ENTRAINMENT.• ASIM C260 AND ASTM C494, ENTRAIN 4X PLUS/MNUS 1X BY VOLUME IN ALL EXPOSED CONCRETE. NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE ENGINEER. R67NFORO/NG STEEL DETAIL FABRICATE, AND PLACE PER ACI -315 AND ACI -318. SUPPORT REINFORCEMENT {NTH APPROVED CHAIRS SPACERS OR TIES. DEFORMED BAR REINFORCEMENT. ASTM A -615 -GR 60 WELDED WIRE FABRIC ASTM A -185 k AS7M A -82 Py-65 KSI DEFORMED BAR ANCHORS ASTM A -496 ALL REINFORCING SHALL BE LAP - SPLICED A MINIMUM LAP OF 40 BAR DIAMETERS EXCEPT AS N07ED SPECIFICALLY ON THE STRUCTURAL DRAWINGS NO MORE THAN 5OX OF HORIZONTAL OR VERTICAL BARS SHALL BE SPLICED AT ONE LOCATION. PROVIDE ELBOW BARS (40 DIAMETER) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS LAP WELDED FABRIC 12' OR ONE SPACING PLUS 2' WHICHEVER IS MORE. CONCRETE COVER ON REINFORCING (UNLESS SHDWN OTHERWISE) BOTTOM OF F0077NGS 3" FORMED EARTH FACE AND SLAB ON GRADE 2" BOTTOM OF INTERIOR SLAB 3/4 CONDUIT IN SLAB ELECTRICAL CONDUIT IN SLABS SHALL BE PLACED AT THE MID -DEPTH OF THE SLAB AT A MINIMUM SPACING OF THREE TIMES THE CONDUIT DIAMETER. CONDUIT OUTSIDE DIAMETER SHALL NOT EXCEED ONE -THIRD OF THE SLAB THICKNESS. METALS WELDING ALL WELDING SHALL BE IN ACCORDANCE WIN THE ' STRUCTURAL WELDING CODE,' ANS7 1AWS D1.1. ALL WELDING SHALL BE BY CERTIFIED WELDERS, • USE E60 OR E70 ELECTRODES STRUCTURAL STEEL ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO TTHE AISO "MANUAL OF STEEL CONSTRUCTION,' LATEST EDITION. STEEL SHAPES AND PLATES SHALL BE ASIM A-36. PIPE COLUMNS SHALL BE PER ASIM A -54 TYPE E OR S, GRACE B (FY-36 KSI). TUBE' COLUMNS SHALL BE PER ASTM A500, GRADE 8 (FY=46 KSI). BOLTS SHALL BE ASTM A -307 EXCEPT AS NOTED. THRUl-WALL AND DRILLED -IN BUILDING RODS SHALL BE ALL-- THREAD. (FY-36 KS) STUCS• NELSON STUDS' SHALL BE BY NELSON STUD WELDING DIVISION, GREGORY INDUSTRIES INC OR APPROVED EQUAL- EXPANSION ANCHORS SHALL BE HIL77 CONCRETE ANCHORS AS MANOFACTURED BY HILT! CORPORATION (OR APPROVED EQUAL) OF THE TYPE NOTED. METAL PROTECTION: ALL STEEL EXPOSED TO WEATHER MOISTURE SOIL, OR AS NOTED SHALL BE GALVANIZED PER AS774 A -123 W9774 1.25 OZ. OF ZINC SPELTER PER SQUARE F007r OF SURFACE AREA. ALL OTHER STEEL SURFACES TO BE SHOF1 PRIMED AFTER FABRICATION. CARP M)v FRAWING LUMBER SHALL BE OF NO. 1 OR AS SHOWN ON THE DRAVMNGS ALL .2" LUMBER SHALL BE KILN DRIED (KO). EACH PIECE OF LUMBIER SHALL BEAR STAMP OF WEST COAST LUMBER INSPIECRON BUREAU (WCLIB) AND /OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) SHOWING GRADE MARK. PROVWE CUT WASHERS OR ML W. WHERE BOLT HEADS NUTS AND LAG SCREW BEAR ON WOOD. TREAT ALL WOOD IN CONTACT WITH CONCRETE MORTAR, GROUT, MASONRY, AND WITHIN 12" OF EARTH,• ALL WOOD OVER WATER' AND ALL WOOD IN CON7?ACT WITH EARTH; WITH PENTACHLOROPHENOL IN LIGHT M/NEIRAL OIL OR WATER BORNE PRESERVATIVES IN ACCORDANCE WIN AWPA SPECIFICATIONS FOR THE PRESSURE TREA 7MENT OF WESTERN WOODS, LATEST EDITION. RETENTION TO BE AIS FOLLOWS ABOVE GROUND IN CONTACT W9TH CONCRETE MORTTAR, ETC. - -.30,• OVER WATER- -.40,• IN CONTACT WITH EARTW ,60. WHERE POSSIBLE, PRE -CUT MATERIAL BEFORE TREATMENT. ALL FIELD CUTS AND DRILLED HOLES SHALL BE RELC TREATED IN ACCORDANCE WITH AWPA M -4. CARPENVRY HARDWARE BOLTS SHALL BE ASTM A -307 WASHERS SHALL BE MALLEABLE IRON WASHERS ()41W) OR H£A 4/y PLATE CUT WASHERS. NAIL$ SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY. LAG SCREWS SHEAR PLATES -SEE NATIONAL DESIGN SPECIFICATION. ANCFIGRS AND CONNECTIONS SHALL BE SIMPSON, TECO, LUMPERLOK OR ICBO APPROVED. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE SHOWN. HARLWARE EXPOSED TO WEATHER OR IN UNHEATED PORTIONS OF BUUILDING SHALL BE GALVANIZED PER SECTION 5.2.10 SHEATHIING (PLYNO00 101RIENTED STRAND BOARD) EACIV SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWf000 ASSOCIATION,' ALL GRADING SHALL CONFORM TO PS i- 81T h REPORT NO NER -108. THICKNESS AND LAMP AS SHOTWN, ALL PLYWOOD SHALL BE C -D INTERIOR WITH EXTERIOR GLUE OR AS NOTED ON THE DRAWINGS AND SHALL BE GROUP I OR IT SPECIES EXCEPT AS OTHERWISE SHOWN, PRONTO£ THE FOLLOWING MINIMUM NAILING• PANEL EDGES ]OD AT 6" ON CENTER, INTERMEDIATE SUPPORT 100 AT 12" ON CENTER. MARK S rP ti�6 2ND FLOOR PLAN Qi P �5� BOLTS PER SIHEARWgLL SCHEDULE. PLATE- SHALL HAVE ANCHOR 80115 PER SNEARWALL SCHEDULE WITH MIN. (2) BOLTS PER N NUTS ARE NOT COUNTERSUNK INTO PLATE PIECE W11H BOLTS LOCATED WITHIN 12' OF END OF MEMBERS BUT NOT LESS THAN 4'. SILL M MIN. (2) BOLTS PER PIECE WITIH END DISTANCE. di! PRESSURE TREATED PLATE Ox H oil BUILT -UP STUDS ARE AT ,'VD OF SHEAR PANELS. BOLTS ARE INSTALLED SPECIFIED HOEDOWNS SHALL BE INSTALLED ON THE BUILT -UP STUDS AT THE ENDS OF THE SHEARWALG T THRU THE REQUIRED STUDS AND ARE TIGHT. STUDS ARE FULL HEIGHT LINES UNLESS 07HERN15E NOTED, THE HOEDOWN SHALL BE INSTALLED ON (2) FULL HEIGHT STUDS, S SNEARWALL END NAILING INSTALLED FT/LL HEIGHT. J Mot 0 S 2 C5 ELEVA 77ON SOLD BLOCKING PROVIDED UNDER BUILT -UP STUDS 70 RIP PLATE BELOW. SAME NUMBER AND 6 ® ® ^ -- - - -� -- 0 AT SECOND FLOOR SHEARWALLS, SOLO BLOCKING SHALL BE PROVIDED UNDER BUILT -UP STUDS S SIZE �" BUILT -UP STUDS BELOW TO FOUNDATION HOLDOWT/S REQUIRED FOR SECOND BOOR TO AT END OF SHEARWALLS UNLESS OTHERWISE N07E0, THE FLOORS BELOW SHALL HAVE THE M MAKE POSI7VE CONNECTION 70 BUILT -UP STUDS BELOW. SAME NUMBER AND SIZE OF BUILT -UP STUDS TO TRANSFER THE LOAD TO THE FOUNDATION. INTERRUPTED WALL PLATE NOTE ON ELEVATION THE INSTALLATION OF STRAPS AND HD TYPE HOEDOWNS 1ST FLOOR PLAN ST# STRAPS ABOVE INTERRUPTED WALL PLATE B BLOCKING /S PROVIDED BETWEEN £A. ]BUSS OR JOIST. THE APPROPRIATE STRAP IS INSTALLED IN CERTAIN AREAS, THE TOP PLATE ALONG A SHEAR LINE MAY BE INTERRUPTED AND REQUIRE B BLOCK TO BLOCK AND BLOCK TO TOP PLATE EA. END. STRAPPING BETWEEN THE JOIST OR TRUSSES THIS IS ONLY REWIRED AT AREAS SPECIFIED ON THE PUNS INSTALL (2) 2X6 BLKS OR (1) 4X8 8LK 87WN TRUSSES OR JOIST AS SHOWN ON THE ELEVATIOIN AND STRAP BETWEEN EA. AS SHOWN ON THE ELEVATION. NOTE AT ENDS THE STRAP IN NAILED DOWN INTO THE LOP PLATE AND UP INTO THE BLKO COORDINATION OF THE ORDER OF INSTALLATION IS IMPORTANT IN THESE AREAS e B BUILT -UP SUDS UNDER UPPER SHEAR WALL E EDGE NAILING IS PROVIDED OVER THE ENRR£ HEIGHT OF THE BUILT -UP STUD. WHERE ABUILT -UP STUD OCCURS UNDER AN UPPER FLOOR BUILT -UP STUD, EDGE NAILING IS REQUIRED OVER THE FULL HEIGHT OF THE BUILT -UP STUD. THE EDGE NAILING SHALL BE PER TENS SNEARWALL SCHEDULE FOR THE LOWER FLOOR. NOTE THE EDGE NAILING MAY OCCUR IN CENTER OF THE PANEL. >' S SNEARWALL EDGE NAILING B BLOCKING IS PROVIDED FOR ALL SHEATHING EDGES EDGE NAILING HAS BEEN ACHIEVED. SNEARWALL EDGE NAILING OCCURS ALONG ALL SHEATHING EDGES AND ALONG ANY BUILT -UP C CHECK BACK SIDE OF PANSY TO VERIFY NAILING DID NOT MISS THE STUD OR BLOCKING STUDS ALL SNEARWALL EDGES ARE TO BE BLOCKED. THE BLOCKING MAY BE 2X4 PLACED FLAT TO THE PANELS Qe T TOP PLATE SPLICES S SPLICES OCCUR OVER SNOS IF STRAPS ARE REQUIRED, THEY ARE INSTALLED THE BOTTOM MEMBER OF THE DOUBLE TOP PLATE MUST BE JOINED OVER THE CENTER OF A STUD P PROPERLY ON THE SPLICED MEMBER. BELOW. IF STRAPPING IS REQUIRED, THE STRAP IS PLACED OVER THE SPLICED MEMBER ONLY. TYPICAL SNEARWALL CONSTRUCTION REQUIREMENTS FOR ONE AND TWO STORY STRUCTURES MARK S SNEARWALL CONSTRUCTION ITEM / /NSPEC710N PO /TUTS Qi P PLATE B BOLTS PER SIHEARWgLL SCHEDULE. PLATE- SHALL HAVE ANCHOR 80115 PER SNEARWALL SCHEDULE WITH MIN. (2) BOLTS PER N NUTS ARE NOT COUNTERSUNK INTO PLATE PIECE W11H BOLTS LOCATED WITHIN 12' OF END OF MEMBERS BUT NOT LESS THAN 4'. SILL M MIN. (2) BOLTS PER PIECE WITIH END DISTANCE. PLATE MUST NOT BE COUNTERSUNK. P PRESSURE TREATED PLATE Ox H HOEDOWNS B BUILT -UP STUDS ARE AT ,'VD OF SHEAR PANELS. BOLTS ARE INSTALLED SPECIFIED HOEDOWNS SHALL BE INSTALLED ON THE BUILT -UP STUDS AT THE ENDS OF THE SHEARWALG T THRU THE REQUIRED STUDS AND ARE TIGHT. STUDS ARE FULL HEIGHT LINES UNLESS 07HERN15E NOTED, THE HOEDOWN SHALL BE INSTALLED ON (2) FULL HEIGHT STUDS, S SNEARWALL END NAILING INSTALLED FT/LL HEIGHT. J NOTE. TRIMMER STUDS ARE IN ADDITION 7O THE HOLDONN STUDS RE4� 0 S SECOND FLOOR SHEARWALLS S SOLD BLOCKING PROVIDED UNDER BUILT -UP STUDS 70 RIP PLATE BELOW. SAME NUMBER AND AT SECOND FLOOR SHEARWALLS, SOLO BLOCKING SHALL BE PROVIDED UNDER BUILT -UP STUDS S SIZE �" BUILT -UP STUDS BELOW TO FOUNDATION HOLDOWT/S REQUIRED FOR SECOND BOOR TO AT END OF SHEARWALLS UNLESS OTHERWISE N07E0, THE FLOORS BELOW SHALL HAVE THE M MAKE POSI7VE CONNECTION 70 BUILT -UP STUDS BELOW. SAME NUMBER AND SIZE OF BUILT -UP STUDS TO TRANSFER THE LOAD TO THE FOUNDATION. NOTE ON ELEVATION THE INSTALLATION OF STRAPS AND HD TYPE HOEDOWNS Q INTERRUPTED WALL PLATE B BLOCKING /S PROVIDED BETWEEN £A. ]BUSS OR JOIST. THE APPROPRIATE STRAP IS INSTALLED IN CERTAIN AREAS, THE TOP PLATE ALONG A SHEAR LINE MAY BE INTERRUPTED AND REQUIRE B BLOCK TO BLOCK AND BLOCK TO TOP PLATE EA. END. STRAPPING BETWEEN THE JOIST OR TRUSSES THIS IS ONLY REWIRED AT AREAS SPECIFIED ON THE PUNS INSTALL (2) 2X6 BLKS OR (1) 4X8 8LK 87WN TRUSSES OR JOIST AS SHOWN ON THE ELEVATIOIN AND STRAP BETWEEN EA. AS SHOWN ON THE ELEVATION. NOTE AT ENDS THE STRAP IN NAILED DOWN INTO THE LOP PLATE AND UP INTO THE BLKO COORDINATION OF THE ORDER OF INSTALLATION IS IMPORTANT IN THESE AREAS e B BUILT -UP SUDS UNDER UPPER SHEAR WALL E EDGE NAILING IS PROVIDED OVER THE ENRR£ HEIGHT OF THE BUILT -UP STUD. WHERE ABUILT -UP STUD OCCURS UNDER AN UPPER FLOOR BUILT -UP STUD, EDGE NAILING IS REQUIRED OVER THE FULL HEIGHT OF THE BUILT -UP STUD. THE EDGE NAILING SHALL BE PER TENS SNEARWALL SCHEDULE FOR THE LOWER FLOOR. NOTE THE EDGE NAILING MAY OCCUR IN CENTER OF THE PANEL. >' S SNEARWALL EDGE NAILING B BLOCKING IS PROVIDED FOR ALL SHEATHING EDGES EDGE NAILING HAS BEEN ACHIEVED. SNEARWALL EDGE NAILING OCCURS ALONG ALL SHEATHING EDGES AND ALONG ANY BUILT -UP C CHECK BACK SIDE OF PANSY TO VERIFY NAILING DID NOT MISS THE STUD OR BLOCKING STUDS ALL SNEARWALL EDGES ARE TO BE BLOCKED. THE BLOCKING MAY BE 2X4 PLACED FLAT TO THE PANELS Qe T TOP PLATE SPLICES S SPLICES OCCUR OVER SNOS IF STRAPS ARE REQUIRED, THEY ARE INSTALLED THE BOTTOM MEMBER OF THE DOUBLE TOP PLATE MUST BE JOINED OVER THE CENTER OF A STUD P PROPERLY ON THE SPLICED MEMBER. BELOW. IF STRAPPING IS REQUIRED, THE STRAP IS PLACED OVER THE SPLICED MEMBER ONLY. CONTRACTOR NOTE PRIOR TO FRAMING THIS BUILDING SPECIAL ATTENTION MUST BE GIVEN TO ALL NOTES AND DETAILS WITHIN THE STRUCTURAL SEGMENT OF THESE PLANS. PLEASE PAY CLOSE ATTENTION TO SNEARWALL SCHEDULE PROVIDED ON SHEET L3. PLEASE CONTACT MASON ENGINEERING INC. WITH ANY QUESTIONS OR ANY CLARIFICATION OF CONFLICTING INFORMATION PROVIDED. L Designed Drawn By. T.M. Dote: 34 N.E. Boistfort, Suite 111 PO Box 1009 Cheholis, WA 98532 P: 360.740.6147 F.• 360.740.6148 mosoneng.net MAY 2013 W V 1� W Q O � V .J W } Q y o- 3064 TOTAL SHEETS 4 T 20 O 24" O.C. V SEE PUN FOR ANCHOR BO1LT ¢ 1 ENOWALL (GABLE) CAN BE SPACING AT SHEARWALL LlN£S FRAMED WIN 2X4 O 24" O.0 UNLESS NOTED OTHERWISE, MIN. 112" W/7' EMBED O 6' -0" O.C. REQUIRED W TRTD E W /ANCHOR BOLTS PER Y Z UN. PROWDE 3 "x3'x.229" MAINTAIN MIN 2 1/? SHERS. NO COUNTERSINKING OF, TYPICAL PRO,,EC77ON OF ALLOWED MIN. (2) BOLTS PIER ANCHOR BOLTS 3 1 2" WILL / PIECE WITH A BOLT W1THlN 1q' ROOF SHEATHING w'. z O REQUIRED AT R PLATE UT NOT CLOSER THAN 3 1/.2' TO ; LO F MUDS COUNTERSINKING CH CORNER OF MUD SILL WILL NOT BE ALLOWED . --- _ , - , �i ROOF EDGf NAILING 6" SHEARWALL EDGE NAILING 8d O 6" O.C. MIN. PER SCHEDULE 34 N.E Bo/stfort, Suite III PO Box 1009 Y /\ \%\\7• / a • 1/ \ \f /� a0 // - •1\ \ \/ NAIL THROUGH BOTTOM Chehalis, WA 98532 v CORD OF TRUSS W/160 F: 360.7406747 12' O.0 2x 6AG1 5 NAILED \\ 3' CLEAR W /160 72' O.0 DOWNSPOUT LINES SHALL mosoneng.net NOT Be CONNECTED TOY' SHEARWALL SCHEDULE Scale: N. T.S. FOOTING DRAINS OR PERFORATED FOUNDA77ON Designed By .___LM, M. PERFORATED PIPE WITHIN DRAINS SHOULD BE LOCATED 10' OF FOOTINGS AT THE F0077NO LEVEL WITH ROOF CONTINUES OVER Drawn By. T.M. CARPORT AT HOLES FACING DOWN SIM CONDITION Dote: -J MAY 2013 TYPICAL FOOTING DETAIL n J� A. b1gS ROOF GABLE TRUSS TO WALL_ CONNECTION n JJ'o0 ° O� 0.60 PRESSURE TREATED GRADE: HEM -FIR N0.2 CONCRETE, WELL- GRADED, AGGREGA IL, GRAVEL, SAND OR SOIL IN177AUY EXCAVATED FROM THE POST HOLE. IF SAL IS USED AS BACK FILL IT SHOULD BE FREE OF TOPSOIL AND ORGANIC MATTER. SILT OR CLAY -BASED SOILS SHOULD BE MOIST NOT NET AND NEIL PACKED. BACK FILL MATERIALS ARE TO BE TAMPED OR WBRATED UPON BACK FILL IN MAX. LW75 (OR LAYERS) OF 8" EACH. 6" CONC. PAD AT UNDISTURBED EARTH ROOF ROOF EDGE NAILING Bd O 6' O.C. MIN. 2X BLKG NAILED W /(3) 16D TOENAILS EA. Hi �// EA. TRUSS SHEARWALL EDGE NAILIN DBL 2x TOP 1Y PER SCHEDULE LA; ULAN. 48' - GLULAM BEAM' AT SIM SHEARWALL SHfATHING PER SCHEDULE 2X6 OR 2X4 O 24' MAINTAIN MIN. 2 112' TYPICAL PROCTION OF ANCHOR BOLTS 3 1/2" WILL BE REQUIRED AT 3x PLATE LOCA77ONS COUNTERSINKING OF MUD SILL WILL NOT BE ALLOWED a ' SGE PLAN FOR ANCHOR BOLT SPACING AT SHEARWALL LINES. UNLESS N07ED OTHERWISE, MNN. 112" W17" EMBED O 6' -0" O.0 REWIRED 2 TRTD Q W /ANCHOR BOLTS PER ;LAW. PROVIDE 3'x3 X.229" PLATE WASHERS NO COUNTERSINKING OF f ALLOWED MIN. (2) BOLTS PER D PIECE WTH A BOLT WITHIN 12" > " 2) 14 CONT. e i. . I1 UNDISTURBED EARTH ROOF ROOF EDGE NAILING Bd O 6' O.C. MIN. 2X BLKG NAILED W /(3) 16D TOENAILS EA. Hi �// EA. TRUSS SHEARWALL EDGE NAILIN DBL 2x TOP 1Y PER SCHEDULE LA; ULAN. 48' - GLULAM BEAM' AT SIM SHEARWALL SHfATHING PER SCHEDULE 2X6 OR 2X4 O 24' MAINTAIN MIN. 2 112' TYPICAL PROCTION OF ANCHOR BOLTS 3 1/2" WILL BE REQUIRED AT 3x PLATE LOCA77ONS COUNTERSINKING OF MUD SILL WILL NOT BE ALLOWED a ' CLEAR 311' of w z 0 2O O Q. rW V � 3 V Q > w lLl 3 W S4 TOTAL SHEETS., 4 SGE PLAN FOR ANCHOR BOLT SPACING AT SHEARWALL LINES. UNLESS N07ED OTHERWISE, MNN. 112" W17" EMBED O 6' -0" O.0 REWIRED 2 TRTD Q W /ANCHOR BOLTS PER ;LAW. PROVIDE 3'x3 X.229" PLATE WASHERS NO COUNTERSINKING OF f ALLOWED MIN. (2) BOLTS PER PIECE WTH A BOLT WITHIN 12" BU'f NOT CLOSER THAN 3 112" TO EACH CORNER 2) 14 CONT. e i. . I1 CLEAR 311' of w z 0 2O O Q. rW V � 3 V Q > w lLl 3 W S4 TOTAL SHEETS., 4