Loading...
Plans ` c-`1i sG,) 104 r,(6 ...___ I 1 _ Q 1 1...1, , . , ..„ ,.._) J J 0 c � I ]z 2 F- o � ai C z , i, 311U NMC Z I- 11 "EPLACE(E)DOUBLE 6x8 x REPLACE(E)DOUBLE 6x8 x L� III 4'-6"-LONG FOOTING WITH(N) 4'6"LONG FOOTING WITH(N) >�Z .ai DOUBLE 6x8 x T-0"-LONG FOOTING DOUBLE 6x8 x T-0"-LONG FOOTING In �� T TS w N CV ........ 4tH :,,,-R. ..-7 c 0,.c,° J :0-'2) .\_ ;j - ) II Z Z IZ Q AI 1 2 z p W i "°:ii ir ,- 1 J 12"0 x MIN.18"DEEP CONCRETE- PIER-MUST TERMINATE ON I— I— W ORIGINAL SOIL(TYP.OF 4) fl < 18'-2" 0 z 0 0��1 o _ 4"CONCRETE SLAB ON MIN. Z 0 Ct 10-0 6"OF CRUSHED ROCK s'Ektp PRO 0 J Q F C, "GINE-PS >- O W 1 SALES TRAILER ENTRY FOUNDATION PLAN /N/ y _J a' 1- 6x6 TREATED POST ON SIMPSON I /' 0 5O.1 SCALE:NF=r-0. ABU66 POST BASE(TYP.OF 4) O U !Y Z S1.0 • (TYP.) - r� OREGON p— ~ ~ — 24�12 23, \ / X41/V31, i\N �� / W CO J U 4 d �\Y _ .:-2016 U O u) OJ 10.4y. I EXPIRES:6/30/20n • AI { 35'-0" it �O 3'10"�2'-0" r 29'_2- 42 4 .....1 C� )#2 DFL ALL(N)WINDOW AND DOOR HEADERS AT EXTERIOR el FASTEN RAFTER T 2x6 HEADER z 0, I WALLS SHALL BE SUPPORTED AT ENDS WITH(2)#2 DFL /y WALL TOP PLATE w p Or F m 2x4 STUDS(ONE KING STUD,ONE TRIMMER) C' E <� ® ASTEN RAFTER TO 3 `S WITH SIMPSON A35 'L.5 p » 9 RESTROOM� -' T-0" m o a^ > WALL TOP PLATE @ 6'-0"O.C. L? � I Fr-- e',,) E w WITH SIMPSON A35 C C: O w oP,ni-u--) @ 6'-0"O.C. Z 9-7 N p0 w a w ALL INTERIOR WALLS SUPPORT NO ROOF LOAD U,pJ C J CEILING LOAD BEARING OK ON m p a W THIS WALL(NO ROOF BEARING-)-- m w a U N '; ...—. . ..—. �m8w0 14.0" PCZ Q , -_i p XISTING(4)1Y"x 24"MURPHY 3100 Fb 2.0E LVL RIDGE FCl N o 4 @) BEAMS,PER CITY-APPROVED PLANS BY MODERN BUILDING 1n 0 1/ x o(j SYSTEMS DATED NOVEMBER 30.2015(TO REMAIN) N Z 1pe U U C70 Nz. z z L .O I w Q p (2)#2 DFl ,,,< a C7 CT 2x6 HEADER o:E X a O•a z Z ,,fl CEJ i.>�— w lir Alk NgU 10_6. . U • COLUMNS TO REMAIN I Vl� • I 5"— _ i _ — = _ - - - —. .— _ .—. __ _ - -. = Z w 0 O IO (E)4x6 COLUMNS O 2 9 TO REMAIN z p CEILING LOAD BEARING OK ON E o O w m E 3 Lo D N •1 DFL 2x10 RIDGE 6'-8- _ THIS WP LL(NO ROOF BEARING a Lop Oz�>- Octo�rn _ 3•-0' N w M w C EW#2 DFL 2x6's @ 24'0.C. >FASTEN RAFTER TO----"" O w LL w 'OVERFRAMING EXISTING ROOF } WALL TOP PLATE 0 m p 66 Z Z_ WITH SIMPSON A35 • #® -- m w ,CD..), 6-0"O.C. 2)#2 DFL 2x6 HEADER I QNJOz G (2)#2 DFL 2x6 HEADER Z 4'-0" I OFFICE 1 I 10'-6" x o Ltur ca>n ti �Q mA,b 'O\ C70 to KE y 8.3- U 0 zawZ° m H 2 `naF-O O T NRAFTER T• 1 4 1AS E E5 a au z cn S1 1 X > �_ G 51.1 WALL TOP PLATE J �(2)#2 DFL w U N 3 O 3 WITH SIMPSON A35 W J Z I NI /2x6 HEADER IS1.0 51.0 @ 6'-0"O.C. �0`tn1 #2 DFL 6x6 HEADER I m V Nik LU Q Ct O 0 I I 2)#2 DFL Z (2)#2 DFL 2x6 HEADER 2x6 HEADER Z 0 o •_ �" 4'-0" 8'�" -+ 3._C"12'-0" 1 6'0" 1 2•_0"I 3'-0" 3'-10" ." PROFS O J IY a I Og�/161NE \O. J 0a J 1- VERIFY THAT EXISTING.Y33i T1-11 WALL I 2 DFL 2x6 RAFTERS #2 DFL 2x6 RAFTERS Z SHEATHING IS FASTENED WITH 6d NAILS @ 6' @ 2q"O.C._ I @ 24 O.C. `�__i �, ` O UJ O.C.AT EDGES AND @ 12"O.C.IN THE FIELD x,11r----, �i f °_ J c O #2 DFL 6x8 BEAM) #2 DFL 2xj CEILING ��#2 DFL 6x8 BEAM � OREG� ~ ~ U) H I JOISTS @ 24"O.C. I \ 1 / Z 1 SALES TRAILER FRAMING PLAN J Q '�I�j� •�' W CO J U 5O.2 SCALE:Y.'=,-0• ,� (TYP.OF 4) \_•. J O < O I, 10'-0" 1 - --=2016 0 - co J I ExPIRES:W30n014 41© 4,,,,, 0, ,,,,1) 0, ,. D , D mr mr tm =gym u) b � _, „, D D m m x m m Ti D O 1 70 z m -1 r m m r D < i O Z O Z / .- RG< ' i .'3 m 21 Al J.."71 o rn J CLIENT: POLYGON NORTHWEST COMPANY LI �t VISTA ) JOB TITLE: POLYGON AT BULL MOUNTAIN —ST R U_C T U R AL — SALES TRAILER / ENGINEERING , LLC 7140 5W QUEEN LAW: -0 3FAVF1;10N,O�FGON 87008 LOCATION: TIGARD, OREGON OFFIC:971,246,8424 0 MONL5:971.645.0801 0 S °b FAX;868: 2868 * G?NN15cV151ASfl UCUW1 COM 1 (11) CID D ' D < mr mr m co D D m m r r O r- 0 O O • A 14011 _ F r Nei rn � � CLIENT: POLYGON NORTHWEST COMPANY VISTA JOB TITLE: POLYGON AT BULL MOUNTAIN9 —STRUCTURAL — ENGINEERING , LLC SALES TRAILER 7140 5W OlinliAN5 t35AV5p5ON,OGON 97008 LOCATION: TIGARD, OREGON • o55IC5,971,24 ,5424 0 MO1 IL0:971,645,0901 FM:688.3°5.2758 n;NN15@V15tA51kUCTU .COM .x6 TREATED DECK POST ROOF SHEATHING:746 APA-RATED PANEL I �,} S FASTENED TO RAFTERS W/8d NAILS @ 6'O.C. 4 J t✓co i> ,,V AT EDGES AND @ 12"O.C.IN THE FIELD J-I J IMPSON ABU66 POST BASE 4 n C iDGE NAILING nwwwn ONCRETE PIER yi F Z EDGE NAILIN Ly N- Z �VIWLLI z' A I ' 41111111111W 3' L AFTERS PER PLAN AND FLAT M.N Z Q c ,. NEW%s'APA-RATED PANEL(SHOW VERTICAL 2x4's @ 24"O.C.BETWEEN 1 DECK POST BASE (N)RAFTERSAND(E)2xRIM r Ur j WITH HATCH)FASTENED TO EDGES 11 N O S 1.0 scALe:r=r-o' W/80 NAILS @ 6'O.C.AT EDGES Z � � AND @ 12"O.C.IN THE FIELD. I U! Z CO REMOVE EXISTING SHEATHING AS S „',11,REQUIRED AT EXISTING 2x RIM E)2x12 RAFTERS @ 24”O.C. / m Z D N EDGE NAILINC'l �O FASTENEDAEATOIRA: E APA-RATED PANEL 6' C' K� TO RAFTERS W/8d NAILS @ 6' 2x6 BLOCKING BETWEEN CJ'S O.C.AT EDGES AND @ 12"O.C.IN THE FIELD AND RAFTERS TOENAILED TO A- i, co BEAM WITH(3)8d NAILSi 41 0 3)104 NAILS TO CEILING JOISTS AN l_ ' 0 _ FASTEN EACH CEILING RAFTERS,BEYONDD�\\ - ASTEN TOP OF COVERED PORCH RAFTER,PER mt•i ., JOIST TO RAFTER \��, BEAM TO SIDE OF ADJACENT TRUSS �:\\y ["+pry 1 WITH SIMPSON TS12 STRAP PLAN(NP.) 11\,\ 11ra /,\ _ — /rl1 / pi i FASTEN(E)2x RIM TO(E)2x TOP PLATE WITH SIMPSON LTP4 @ 2'-6"O.C.AT COVERED ENTRY c' E)2x6 TOP PLATE FASTEN EACH CEILIN JOIST TO WOOD BEAM < VA Q WITH SIMPSON H2.5A SIMPSON LCE4 ON BOTH DOD BEAM PER PLAN FACES OF POST/BEAM c c Z O D IMPSON LCE4 ON BOTH 0 0 FACES OF POST/BEAM H 2 .x6 POST w D0 = CO o 2 COVERED PORCH BEAM CONNECTION 3 COVERED PORCH SHEAR TRANSFER DETAIL I—Q CC S1.0 SCALE '=1-0 S1.0 SCALE:1=1'-0' 0 Z 0 Z 0 c Z V N ct��NE Fs i O o W CD eis/ ,R oy\ J d J H �Jtv AO`, \ aIj j Z _ _ H � H o IN"' s - =2016 U vii0 I EXPIRES:6F3O/2O I t E)RIDGE VENT,AS SPECIFIED BY MANUFACTURER ON PREVIOUSLY APPROVED PLANS BY MODERN4 LI (E)(4)1 x 24'MURPHY 3100 F BUILDING SYSTEMS DATED 11/30/15 I -I � i:r v 2.0E LVL(FASTENED AS SPECIFIED BY MANUFACTURER) E)ROOF SHEATHING.AS '� O SPECIFIED BY MANUFACTURER Q Q. E)2x12 RAFTERS @ 24"O.C. (E)2x12 RAFTERS @ 24"O.C. Ism/ONPREOUSLYAPPROVED SYSTEMS DATED 11/30/15 f'"z N C - Z �U12 o .35@6'0"O. �.� > c Z N)#2 DFL 2x6 VAULTED N 7 CEILING JOISTS @ 24"O.C. ,c % i' SIJ> I \ (SHOWN AS HATCHED) ���� 6� 9 E)2x8 TOP PLATE �_ � c'''.r E E)EXTERIOR WALL (N)#2 DFL 2s6 VAULTE• N)#2 DFL 2x6 VAULTED U� V CEILING JOISTS @ 24"O.C. ' CEILING JOISTS @ 24"O.C. CJ (SHOWN AS HATCHED) (SHOWN AS HATCHED) X t SIMPSON LSU26 SLOPEABLE JOIST HANGER AT UPPER END OF EACH CEILING JOIST 1 SECTION AT FRONT/REAR WALL 2 SECTION AT RIDGE S1.1 SCALE: =r-0" S1.1 SCALE: =ro Z Z Q Q CL H E)2x12 RAFTERS@24"O.C. - 0 0 E)2x12 RAFTERS @ 24"O.C. 0 Q I J Z CO J N)#2 DFL 2x6 VAULTED caI O •35 @ 6-0"O.C. - CEILING JOISTS @ 24"O.C. m j�/ /".� / /.. (SHOWN AS HATCHED) Ct Q i jafr���/ /%, 4)2x4's LAID FLAT,FASTENED Q Z Q �`�,� //�-('TOGETHER WITH(2)10d NAILS Z 0 N)#2 DFL 2x6 FLAT CEILING NMI/ @ 24"O.C.W //I��1 Q --- JOISTS @ 24"O.C.(SHOWN AS 2x4 BLOCKING BETEE Z V Ct 1 HATCHED) CEILING JOISTS 11X--"--I --RO- 'On } �Qt1 E)2x6 TOP PLATE ',�./ ..(0••• �p• \Fd'�i v O W V 2x6 BLOCKING FLUSH WIT /g'�(J- • \Qy J a J I- OFFICE#1 FACE OF WALL _ \ N)#2 DFL 2x6 FLAT / 0 E)EXTERIOR WALL CEILING JOISTS @ 24"O.C. LJ �' L--- 0_ w II Z I OFFICE#1� )OFFICE#2 (SHOWN AS HATCHED) �, - I- O OREGON , I— I SECTION AT REAR WALL OF RESTROOM 4 SECTION AT WALL BETWEEN OFFICES 3 S1.1 SCALE:C=1.0' 51.1 SCALE.,"=1-0' =2016 0 O '^ O EXPIRES:8!30/20,7 V J • QI ., Civ (E)T1-11 SHEATHING FASTENED Q, (E)T7-11 SHEATHING FASTENED WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL BOTTOM WITH 6d NAILS @ 6"O.C.AT ASTEN(E)WALL BOTTOM (� PLATE TO(E)RIM WITH(N) EDGES AND 12"O.C.AT PLATE TO(E)RIM WITH(N) (7 Z V1 EDGES AND @ 12'O.C.AT 16d NAILS 16"O.C. @ 16d NAILS @ 16"O.C. �� INTERMEDIATE FRAMING @ INTERMEDIATE FRAMING 2 \S Ivli rilli 1 2 r, 1 \`-(E)/<'SUBFLOOR . , W�'W C \C (E)2x8 RI (E)2.8 RI -N 2 \Z E)Y'SUBFLOOR L• N L� (E)2x8 JOIST (E)2x8 JOIST 0 3:1 >in Z CV 1 FRONT/REAR WALL BOTTOM PLATE CONNECTION 2 GABLE END WALL BOTTOM PLATE CONNECTION I W S1.2 SCALE:1.=1' S1.2 SCALE:1''1'-0' 2 C-1 .___,iiiik , , m 41v dr- L Z Z Q Q Q_ 1_ 2 z 0 D O O H 2 J Z D 0 = m O CC Q Ct Z0 Z 0 0 p 0 Q_ O J QOPo- '--ER -p g'C�INE i >- O W OJ QJ iii' Y I.V � 1� L—_l a ' jCC Z -I I.- 0 OREGON ,�---' H CO \$ %31, .4-/ W m _i U S 12016 U OC JO EXPIRES:6/30/2017j 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Wood Works®Shearwalls 10.31 Mar. 10, 2016 16:08:22 Level 1 of 1 40' 58.7 28) 1 118.0 35' � r 30' C &C 281 /34.7 --� 9• 23 B-1 ► 25' O CO CT ► V N Co 20' ► 15' CV _ ► U otS 10' C7) r i � r Co 6) , o (0 5' N O 1� 923 A-1 • 0' C &C28.1 /3,1.7 F _8.�111111 � 11 � 111 � 111 � � 11 � TTi � � 111 � 11 � � � 1 � .2 -5' 40.7 -10' -15' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' —► Factored shearline force (lbs) } H i Unfactored applied shear load (plf) • Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) •C Compression force exists 0 0 Unfactored uplift wind load(plf,lbs) • Vertical element required —I-II Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: 0.6W+ 0.6D. Orange = WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.31 Mar. 10, 2016 16:10:15 Level 1 of 1 co 30' 869 B-1 25' c N- 20' 15' N 10' V • a a r` 0 yrs � o - 5' • � r rn rn co 869 - ► A-1 0' 181 r ' 81 -5' 33. 3.8 58.7 -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' —i Factored shearline force (lbs) _ _ _ = Unfactored applied shear load (plf) • Factored holddown force (lbs) (E)-(E) Unfactored dead load (plf,lbs) •C Compression force exists -•—•11 Applied point load or discontinuous shearline force(lbs) • Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E= pQe + 0.2 Sds D; p(NS) = 1.0; p(EW)= 1.0; Sds= 0.73. Orange = • • Perforated Shear Wall Job: Polygon at Bull Mountain Sales Trailer „ Client: Polygon Northwest Company Area of house: Right Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 1056 t spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218 IM 6 in. 240 Sift 6 in. 335 lift Faces of wall with APA-Rated sheathing: 1 in 4 in. 350 t/ft 4 in. 490 tat Nominal width of wood wall: 6 in 3 in. 450 tat 3 in. 630 tat 2 in. 585 tat 2 in. 820 tat Verify Sheathed both faces Sheathed both faces 1)Full-width segment without opening et each end of shear wall? Y 6 in. 480 tat 6 in. 670 tat 2)H/W Ratio of all segments within limitations? Y 4 in. 700 tat 4 in. 980 tat 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900 tat 3 in. 1260 lift 4)Lateral force does not exceed maximum allowable shear: Y 2 in. 1170 lift 2 in. 1640 8/ft 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 28 ft H/W Ratio Wall Segment 11 Length 8.25 ft 0.97 OK Wall Segment*2 Length 16.75 ft 0.48 OK Wall Segment*3 Length 0 ft WA OK Wall Segment 84 Length ft WA OK Wall Segment t5 Length ft N/A OK Wall Segment t6 Length ft WA OK EL, 25ft Unfactored Floor&Roof Dead Load: 15 8/ft Unfactored Self Weight Dead Load: 96 tat OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCa L Anchor Bolts/Nails Required %full-height sheathing 89% Minimum sill plate thickness: 2 x . opening ratio: 83% 1/2"dia.Anchor bolt capacity: 10408 Co 0.71 5/8"dia.Anchor bolt capacity: 1488 8 q(Service level unit shear): 42 tat 16d common nail capacity: 226* q(from wall above) 0 tat q'(=q/C0) 59 tat Total no.of 1/2"dia.Anchor bolts required: 2 ' For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6 O.C." 1/2"dia.Anchor bolt spacing: 72 O.C." Intermediate Framing Members: 12 O.C." 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 46"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wail: 476 0 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0 t All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -456 8 Intermediate Framing Members: 12 O.C." Note:a negative net uplift force at ends denotes no hold-down required Wag Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F 1554 w/SET-XP,8"embed: 1775* 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of waN: 1 Number of 2x6's required at each end of wall: 1 f - OVERALL ROM won. Table 4.3.3.5(American Wood Council SDPWS) Ca ` %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 ._SEGMENT\ 'SEGMENT« )a ETC nFmicnxe) ' r----9ECsMFNsr---� 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 ' 0.63 0.53 0.45 r-- 7 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 \ 80% 1.00 0.91 0.83 0.77 0.71 ; j VMDO«.o&w t 90% 1.00 0.95 0.91 0.87 0.83 0•7""C 100% 1.00 1.00 1.00 1.00 1.00 i d w"\w/ \\. : FrENn�: UR-F,cOMrRcs5COH MNIETmOMPpEsVorl i FORCE FORCE T i Perforated Shear Wall Job: Polygon at Bull Mountain Sales Trailer Client: Polygon Northwest Company " Area of house: Left Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 1056# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#18 6 in. 335#/ft Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#RI 4 in. 490 8/ft Nominal width of wood wall: 6 in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#Rt Verify Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480 tiff 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? Y 4 in. 700#/ft 4 in. 980#/ft 3)Top and bottom of entire wall have unifomn elevations? V 3 in. 900#/ft 3 in. 1260#At 4)Lateral force does not exceed maximum allowable shear Y 2 in. 1170#/ft 2 in. 1640 Mt 5)WaN height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 28 ft H/W Ratio Wall Segment#1 Length 6.67 ft 1.20 OK Wall Segment#2 Length 9.58 ft 0.84 OK Wall Segment#3 Length 0 ft NIA OK Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK EL, 16.25 ft Unfactored Floor&Roof Dead Load: 15 Mt Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCoF-L; Anchor Bolts/Nails Required %full-height sheathing 58% Minimum sill plate thickness: 2 x . opening ratio: 50% 1/2'dia.Anchor boll capacity: 1040# Co 0.8 5/8"dia.Anchor bolt capacity: 1488# ` q(Service level unit shear): 65#/ft 16d common nail capacity: 226# q(from wall above) 0#M q'(=q/Co) 81#/ft Total no.of 1/2"dia.Anchor bolts required: 2 - For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"D.C. 1/2"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12'O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 33"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 650# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -283# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775# 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6'OC,edge framing members shall be 3x or(2)2x nominal None Regiied Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 wEaxi W&L WOTM Table 4.3.3.5(American Wood Council SDPWS) I Co %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 SEGMENT..t,ETC -SEGMtNI1 t .-- --SEGMENTS _.T 20% 1.00 0.71 0.56 0.45 0.38 (FAPPL�C/aI.E) 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 1- - 50% 1.00 0.80 0.67 0.57 0.50 • 60% 1.00 0.83 0.71 0.63 0.56 j 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 1 j WINS0.00013 "t • -"' 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 wwGc ti Goon ONE N.3 x s _ T UPLKVCOMPRESSPON UPUFT'COMPRE93gN FORCE kW, • Perforated Shear Wall Job: Polygon at Bull Mountain Sales Trailer Client: Polygon Northwest Company Area of house: Rear Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 923 t spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218 Sift 6 in. 240*/ft 6 in. 335 t/ft Faces of wall with APA-Rated sheathing: 1 in 4 in. 350*Mt 4 in. 490 It/ft Nominal width of wood wall: 6 in 3 in. 450 t/ft 3 in. 630 ft/ft 2 in. 585 t/ft 2 in. 820*/ft yray Sheathed both faces Sheathed both faces 1)Fug-width segment without opening at each end of shear wall? Y 6 in. 480 t/ft 6 in. 670 It/ft 2)H/W Ratio of all segments within limitations? Y 4 in. 700 ft/ft 4 in. 980 ft/ft 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900 ft/ft 3 in. 1260 It/ft 4)Lateral force does not exceed maximum allowable shear: Y 2 in. 1170 t/ft 2 in. 1640 Ill/ft 5)Wal height is less than or equal to 20 feet Y ' Overall Wal Height 8 ft Maximum Opening Clear Height 3 ft Overall Wall Width 35 ft H/W Ratio Wall Segment 81 Length 29.17 ft 0.27 OK Wall Segment t2 Length 3.83 ft 2.09 OK Will Segment t3 Length ft N/A OK Wall Segment t4 Length ft N/A OK Wall Segment t5 Length ft N/A OK Wall Segment t6 Length ft N/A OK EL, 33 ft Unfactored Floor&Roof Dead Load: 15 t/ft Unfactored Self Weight Dead Load: 96*At OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vCoF.l; Anchor Bolts/Nails Required %full-height sheathing 94% Minimum sill plate thickness: 2 x opening ratio: 38% 1/2"dia.Anchor bolt capacity: 1040 8 Co 0.95 5/8'dia.Anchor bolt capacity: 1488 8 - q(Service level unit shear): 28 ft/ft 16d common nail capacity: 226 8 q(from wall above) 0*Mt q'(=q/C0) 29 int Total no.of 1/2"dia.Anchor bolts required: 1 - For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72 O.C." Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"0.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 92"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 236 il 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0 t All Panel Edges: SEE ABOVE O.C." Net uplift force at ends of perforated shear waN: -930 9 Intermediate Framing Members: 12"OC. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775 8 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of waN: 1 w514/1.1.w"u WOn. o Table 4.3.3.5(American Wood Council SDPWS) Co %full-height h/3 h/2 _2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 SEGMENT 3.4.ETC 20% 1.00 0.71 0.56 0.45 0.38 qE°Ar"r F--. (s n"r��caeEE) eeGwE"•z --. 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 j k '-' 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 i 70% 1.00 0.87 0.77 0.69 0.63 ? N. 80% 1.00 0.91 0.83 0.77 0.71 I voi4400wo60" 90% 1.00 0.95 0.91 0.87 0.83 °Pe.N11G 100% 1.00 1.00 1.00 1.00 1.00 1 \ e1 0 / / w„ , 01F = 1 e 4 u"..ir'r:cowacss.o" u"un.cam"ESSION r°RCr Fowl 1 1 • Perforated Shear Wall Job: Polygon at Bull Mountain Sales Trailer Client: Polygon Northwest Company Area of house: Front Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 923 1 spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wal Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Plowable Shear per sheathed face: 1218 fl/ft 6 in. 240#/ft 6 in. 335#A1 Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#/ft 4 in. 490#Al Nominal width of wood wall: 6 in 3 in. 450#At 3 in. 630#A9 2 in. 585 ill/ft 2 in. 820#/ft Verify Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear waft? Y 6 in. 480*fit 6 in. 670 fit/ft 2)H/W Ratio of all segments within limitations? Y 4 in. 700 m1/8 4 in. 980#A1 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900 ill/ft 3 in. 1260#/ft 4)Lateral force does not exceed maximum allowable shear Y 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 3511 H/W Ratio Wall Segment#1 Length 8.33 ft 0.96 OK Wall Segment#2 Length 3.83 ft 2.09 OK Wall Segment#3 Length 2.8311 2.83 OK Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft WA OK £L, 14.99 R Unfactored Floor&Roof Dead Load: 15*fit Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED'ATH DESIGN Nominal Shear Capacity: V„=vCo i Anchor Bolts/Nails Required %full-height sheathing 43% Minimum siN plate thickness: 2 x opening ratio: 83% 1/2"dia.Anchor bolt capacity: 1040# Co 0.45 5/8"dia.Anchor bolt capacity: 1488# ' q(Service level unit shear): 62#At 16d common nail capacity: 226 q(from wall above) 0#/ft q'(=q/Co) 137#/ft Total no.of 1/2"dia.Anchor bolts required: 1 - For Designs Governed by Wind Total no.of 518"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 112"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12 O.C." 5/8"dia.Anchor bolt spacing: 72 O.C." Wall Sheathing On: ONE FACE 16d common nail spacing: 20 O.C." For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 1095# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear waN: .71 0 Intermediate Framing Members: 12 O.C." Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775# 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: II 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 OVERALL WALL WO,. . Table 4.3.3.5(American Wood Council SDPWS) Co %full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 SEcneNT 3..,ETC 20% 1.00 0.71 0.56 0.45 0.38 }-ERCAREL+ E'. mf' 'cnsEel ' 5EG,9991.4,2 , 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 k__ 7 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56s4 ''� 70% 1.00 0.87 0.77 0.69 0.63 Y /' 80% 1.00 0.91 0.83 0.77 0.71 ; w..o�o..,o6OR t 90% 1.00 0.95 0.91 0.87 0.83 ! °'7""y '5 ' 100% 1.00 1.00 1.00 1.00 1.00 \,\ / d i wxLoor�moon wExwc . U LIF COEsaESSON wueT,,OMI,mss,ON? FORCE EOM'S 9 9