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Plans osted .°1°°%1P.v-'--- Address shalt be street• 2 _ ��/ /�2!�_�_� and visible .c orn IU o cn A ,./,,,c/ 4 12 8 , v,Iper f j ., . � _ T SIO�` � • OK :w f ipr, .die r■O � �� #■#4,,, APProved plans *". ��i�i�� ► �� r� n 'ob site. T ;f i 1 � ..„ .. Lu �lia*s shall be o j ��/',,� r � � , , o w N....NI i / , 11•0 -umr..A. I / r 0111111 �I 0 � l, s �� ,II -�I� I / O � w / / .� Ta IV 4 ..f4 9 E 8 Ilk \e -'r r Kr/ r 0 i 8 IIIIIIl I III 1 - .� �� /L�•J 0 Et 0 - / - 7— 111111111 AI / i i �� 1/ __ 4 i ISOMETRIC SE (NOT TO SCALE) w ' CITY OF TIGA�3D O VER BUILDING PAPER 7, , Pr LIABILITY ISOMETRIC i ce' Z N WALLS OF 1/2" CEDAR LAP SIDING F RONT ELEVATION (1/8" /8" = 1' -0 ") The City of Tigard and its C C on dnio tae work onditionally Approved as described in: ): Q • N r • J 4 employees y shall not be Z For onl he work l ae -d OVER 15/32" APA RATED SHEATHING ees UNLESS NOTED OTHERWISE reS 3�� !S for discrepancies See Letter to: Alta ow ' U) O Z Cr o N. ( ): o 2 0 °? vh;ch may appear herein. Job Address: 4 :--11% , -- 622 ",,"" 236 " 4111" , i 1-14 o This permit does not authorize the violation of any B 44.4.‘,/ Date :. '4•'O c) Q M rights of holders of private easements. The ap- �� w ° Cr F- o �rnt secure t is urged to contact any such parties and ' � �` secure thier approval l before commencing work. //, r A S r j a . � /,TrAr r Pjr/. rl 0 104000 o 9 . �I� i t -i��l- �� Q o . N, Ne li � LLJ Cr) .. ... 1 .... � R A� /i % / /. /. RIGHT ELEVATION (1/8" = 1' - ") Final inspection approval is required prior to occupancy. TN I CD D Z ID p / V 87311/16 ._ , 13 ' / 16 li 30' -11 DIP / 16 1 3H6 Q 1 — = ., ♦� • • • • • .2' U_ _ of J I, b 34' -1179' , LL 20- AND BOTTOM W \ ^- 2 AND B O TTOM -) w 1 Fr ____ LLI i /60.4. . tat . 1 • • . CO- Et \ CV u) 6 THICK 1Yx6 CON INUO SPERIM ER FOOTING WITH (2) 11 BAR U.NO OVER ' �� U L CONTINUE FOOTINGS ACROSS DOOR OPENINGS I I � O v TI-II OT ED E E NOT TO O SCALE 0 = CO CD GARAGE GARAGE GARAGE T" SEE K E L5 0 J W I' CONCRETE SLAB 3000 PSI MIN . I m 0 Q CC OVER MIN. COF 3M' COMPACTED CRUSHED GRAVEL FILL _ _ ti I w / g � ST_____11 o I i , :/. S z is , 9 , 7-51/Er °-' ✓ ilre/ / , I � _ •, , 13' 7 X y_ (_,� 30'615 ,' O 0 C) N t6 ----s.....,.. \ ,t E 1. FOOTINGA FOOTINGA I 0 !� 1� ' L L Cr) Q , LLMC2O / , s I _ // �`� FOOTINGA FOOTINGA 1 00 / / , obi ` , 2.a • z \ D Z�0 , / I. 0 FOOTINGA FOOTINGA I \\ / -1 II S Q 0 NOTES: � • / Co - SEE SHEET S0.01 FOR STRUCTURAL NOTES. • 7 - - SEE SHEET S7.01 FOR SHEARWALL SCHEDULE AND STANDARD DETAILS. _. ,• Z z - PROVIDE Ur GAP BETWEEN ADDITIONS AND EXISTING STRUCTURE. SEE DETAIL 1 ON PAGE 4. m ∎ �, D Q iii 5 Z O J FOOTING "A" DETAIL �� a %d' 4 4 , �m�� ^ 4 TT24I9 •CONCRETE 1� `� FOOTING MIN. 3000 PSI n- POST R �(Yv (SI MPSON C13 \ v 2e . " - IA. 2 t h -- c T� , \' J C_ P �4� m Z G W 1 U 82- 311/16• / W 4. / 13' 16 / m 34-11 7/8• 18'-313/16• T1 -11 OR SIMILAR PANEL SIDING T1 -11 OR SIMILAR PANEL SONG . (APA RATED 15/32' OR THICKER) , yIPARATED 15D20RTHICKER) 6x6 POST IN SHEATHING 2x4 STUD WALL LL 266• 8 78 EDGE NAIL (TRIM TO FIT) W REQUIREMENTS Q 1.1. 111.11.1111.E �- `1 W W F ' & �vs• NOTE: co � co- , SHEATHING O w y y� e hlii I , ® T CORNER NAILING REQ. AT CONT. WALL \ (j �,/^� C fl bA•Z ZD \ \ V/ O 4 Z H — — I NOT TO SCALE (� I O S 411 TS FPOSTW/SIMP> PB66 AT SOT. TO SLAB. TV! _ I \ / L >- N �� • I \ / o > N � I \/ m . UQ w CC I N. / I I \ \1 / I I / \ N • I \ 7 I I I \_ I/ I I \ 14'CEIL. I I \/ I I 1P, NG Ij .I I PI I / \ \\ // / \ I I / \ I / 9x8 GARAGE DOOR NM I / �/ 10x8 GARAGE DOOR \ / HxBGARAGE DOOR \ TEMPERED ;Y ® � �� f.:. ,.■ : \ r4■ _ 2600 �. A LLI HFADE 4x12DF I / MEAD R4x12DF HEADE 4x12 DF OFF S #WMUC412. TYP. I / \ HANG OFF POS WMUC412.TYP. 6' 4i g HANGOFF POS WMUC412,7YP. ® © eSIM ,, / 2x1 c D.. • \ \� ` � �1 �, , Q N 4x4 POST , Y _ x �, '."*".• TT 4x4 POSTE ■4x4 POST ., .. ® � ~ N 4..610 OF POST EACH ENOOF 4x61ROF POST EACH END OF \ 0 r Z Z C412 TYP . \ HANG OFF POS MU GARAGE DOOR HEADER. TIP. .� �j r - GARAGE DOOR HEADER, TYP. °. (3)0K6 62 DF STUDS AT OPENING 6•'6 �``\ \ , / I � 59 1/8• / • 1\ WCO Q� �, , r Ui CD 0 SIMPSON — \\ \\\\\\\\\\\\ v tiD .o� 0) H HGA1OKT T FROM BAT. CHORD T ON FLUSH FACE. SIMPSON r O O TOP OF POST. 7YP. SEE A.A. r O TOP F POST. TRUSS PER PLNJ FLUSH ONE FACE A — ® . ,, OF TRUSS W/POST ' ��, I ,/ , ^ \\ a r .. . �1` c POST PER qL ,No. A-A ® e5 ., \ r Z 7: N 3/4 O/N BOLT WITH 7 SOUARE o \ r � Ll • TYPICAL DBL TOP r� / � w SIMPSON LTTmB TE SPLICE r� / VJ INSETBEARING ' / (10) i6d NgILS STRAP PER PU1N ' H A D INTO BOL / ✓ /// TYP. i \ ••' EAD INTO POS co tTTYI \ � _ \ \ \ \ \rte w I e e e - • e e ® CONNECTION AT GARAGE OPENING 0 J I I NOT TO SCALE > �, Q Q e °O CO (n NOTES: • " \ - 2x4 @ 16" O.C. WALLS UNLESS OTHERWISE NOTED. �`—____—� - CEDAR LAP SIDING OVER 15/32" APA RATED SHEATHING, U.N.O. - SEE SHEET S0.01 FOR STRUCTURAL NOTES. . 3 - SEE SHEET S7.01 FOR SHEARWALL SCHEDULE AND STANDARD DETAILS. - PROVIDE 1/2" GAP BETWEEN ADDITIONS AND EXISTING STRUCTURE. SEE DETAIL 1 ON PAGE 4. - ALL DOUBLE TOP PLATE SPLICES TO USE SIMPSON MSTC28 WITH (36) 10d NAILS. NOTES: Z 2 412 RIDGE - 2x4 @ 16" O.C. WALLS UNLESS OTHERWISE NOTED. 0 SHING 60 E ' LR ALCO/APOS ON - CEDAR LAP SIDING OVER 15/32" APA RATED SHEATHING, U.N.O. U) - S CE NGINSULATION SEE SHEET S0.01 FOR STRUCTURAL NOTES. ' 21B RAFTER SEE SHEET S7.01 FOR SHEARWALL SCHEDULE AND STANDARD DETAILS. STIVE RAFTER ATTACHMENT `5H"PSONH2s" - PROVIDE 1/2" GAP BETWEEN ADDITIONS AND EXISTING STRUCTURE. SEE DETAIL 1 ON PAGE 4. LL LL • TtNUOUSGUiTER LLI / ,.,. ,� 2x70 FASCIA -7 � \ � � \ • • BLE 246 TOP PLATES CU � V 1? 24 ® 8CEIUNG JOISTS 411 LL 12" DIA BACKER, O oo w IN DOUBLEGLAZEDNINYL CAULK AS REQUIRED N ENTRY ',7, t, STORAGE CO , NTERIOR STUDS 244 @16"OC U W O O i EXISTING BUILDING FACE ¢ TERIOR STUDS 246 ®24.00 • <H 12 z 6' CEDAR LAP SIDING OVER O ILDING PAPER OVER 7 7416' OSB SHEATHING .j�l (Z I— .21WALLINSULATION • 7 Vj "" 0 CD - 246 BOTTOM PUTS FLASHING ; . 12 "GAP > li ll 3I4 T&GWAFERBOARD SUBFLOOR BY OTHERS ; N N ?. x �� /'• 2x72 RIM JOIST O Cl_ J 1 LLJ 1' F � CL .. •• DOVBLETOP PLATES WITH 7 'PLYWOODSPACER PLYW 1 ' U Q OOD 1 u SHEATHING ' o z 2F LOOR JOIS ® 1S' OC , /� _ . >l . RKJR STUDS 246�A25IB'®24'OC SI DING BY z� OTHERS 1 — �j PRESSURE TREATED 246 SILL FASTEN TO CONCRETE WITH 1I2 x10. FRAMING ANCHOR BOLTS O 4S' OC AND WTHIN 72 OF 1 BASE PLATE ENDS UNLESS OTHERWISE NOTED . A RIOR GRADE S'BELOW TOP OF SLAB Z 12 BAR TOP AND BOTTOM 7,0•1/41•11KMMINIIA=---7:—..=-----..=...wmasw■rampr% ^- 3MINCOVER '' ' +I CONCRETE SLAB 30OB PSI MIN. TYPICAL SEISMIC SEPARATION JOINT w NOT TO SCALE FOAM INSULATION OVER 1 / � Q N � ` co � h 15 708 y s ' 0 ��'- -8 -, � , T-7 12 `\ c u) cr ti 5 A A2c16.1.' Es irk 6i •=' / /// a s p$ `- o$D '` -• OF TRVSSES PER w rn ® n S ®pp `\` z W NUFACTUR j '4 ^• yY 2 m� g z No y , Q Z 30-YEAR ARCHRECHTURAL COMPOSITION o SHINGLES OVER 154 FELT W v .Z1 _ / , • lh ONTIN '^ W USGUI'TER y I II n g �\ / "e 1 \ , / CD ;1167.(111 o ,I ' 248 FASCIA .,Mil/11 y S rn �10 \ , r ,r— c.) • • I � � O x 1 \ \` �J LOSED SOFFRS I 1 1 m0 ■ \4 0 Li GARAGE \ • OUBLE&4TOP PLATES ^ L_ O *MA �� ®,640 �► \ \, O O r ■ < SHEETROCK 7 = � • T •��_` \ \ \ \ \ \� ■ �\ / .—II 2 z S' CEDAR LAP SIDING OVER p s UILDINGPAPER OVER 741S'OS8 SHEATHING RIOR STUDS 241 ®24' OC 15, PRESSURE TREATED 244 SILL FASTEN TO CONCRETEW � 4 WITH 12210 fv ___ Cl) ' ' 1 w ` ANCHOR BOLTS 0 48' OC AND WITHIN 12 OF o 5 n //t l 1 1 +a • - - • > ,�� BASE PLATE ENDS UNLESS OTHERWISE NOTED .al1ex,:a f ,5 .P,002.. r0, - 140r.& 'x' - t , xf -i x O Q Q • � / \ �y ij): A � y�''4'; �U Gj��i�� 'EXTERIOR GRADES' MIN. BELOW SILL 6 Z - ° �� "� `� `� a �' � 12 MIN.ABOVE BOTTOM OF FOOTING a D 6'THICK STEMWALL MIN. 12 ABOVE FOOTING i 0 2 ,2REBART VERTI ALLY m AND 12 REBAR 46' VERTCALLV ; SECTION B - GARAGE 746 WITH (2I,2 REBAR % " CONCRETE SLAB 3000 PSI MIN. , IN. 4" OF 3I4" CRUSHED GRAVEL FILL • 4 s m.., . �S -- ,c.„,XLS • " CARRIER TRUSS BOT. CHORD TO BE DESIGNED FOR NOTES: ' 1.000N TENSION LOAD (MIN. DBL. 2x CHORD) - CLOSED SOFFITS. • s o s7`� �,,T - EAVES ARE 16" UNLESS OTHERWISE NOTED. o .. , 1 �� o rb - 8 "x8" ROOF VENTS AS PER 1:1489. p J2 SL cn �� 6L - PROVIDE 1/2" GAP BETWEEN ADDITIONS w S n, i - AND EXISTING STRUCTURE. SEE DETAIL 1. < x. � I� I i� � l la - 1 -SEE SHEET S0.01 FOR STRUCTURAL NOTES. 8112 SLOPE II - SEE SHEET S7.01 FOR SHEARWALL ' !_ i J . � - SCHEDULE AND STANDARD DETAILS. w p ' - U SE TYPE ® DIAPHRAGM PER S7.01, ALL LOC. U.N.O w o, - _ ° w N 1 ARCH. COMP. ROOFING MATERIAL OVER K a O ? 159 FELT OVER 1/2" PLYWOOD 1 . tLY P A F- `^ O IS 8112 SLOPE f- —�. 8/12 SLOPE ` = F- 8/12 SLOPE 8/12 SLOPE 0 0 ROOF TRUSSES AS i > EL " SPECIFIED BY MANUFACTURER 6/12 SLOPE O J W 0< CC 4/12 ROOF SLOPE 8712 SLOPE ONNO LOAD CANTILEVERED: 8/12 SLOPE j l z 1� sr � Piii�i.Pia. ∎ 8/12 SLOPE ` �� ` Z i i i —i �.��a• ∎� .. ��a i 2620 * #s - F UIED , = �6" EAVE ON DORMER , / , ., z 8/12 SLOPE e 11 t I , ,'`, Q N ' 4x4.OST�1 — I�IlI� � 4x9 POST® ■ 4 B 4POST ' / ,. - •� I' N ,� �� MIM ICI �� O D • mom �� Jr �/' ,� O i7; pro � � � � �� $' 4x10DFBEAM _ D ` S ' , ,, LL_ ('rj r < �nf1 ■ ii‘e W O ll 0 I � 34010 L1/8 , ' , A 4 ► O � � 1 � �� A � n RIDGE LINE TO SIDES , A f 9 ri° • 40 s r OF GARAGE ' • , ` ' P 'I a ARCH. COM ',uAL ' •� RIDGE LINE OVER � L OVER'b6TBGS ® I I , • ' , • GARAGE lx I / / O \ RIDOE APq %' / \� B/12 SLOPE 1 CA NTILEVERED , ' ./ (2) 1/4" DIA x 3 1/2" SDS ` 4 ' ND EVER ' , , F / _ ALONG TOP CHORD MANUFACTURED USS 1 ON DOME / / z O TO STUDS, TYP. AT WALL TYP , � y < / .) 4x10DFBEAM m El • A OD ' "S 4er P 4 4 tl, o W 0 STUD., AT 18" O.C. &1EAli11NG T 1.: 1'P. A. GARR.GE 910W'1 FO TY � .♦,•.p �' , ; �/ (/� r 3 TRUSS TO GARAGE WALL DETAIL ii ��/ NOT TO SCALE r 5 • t . .. .. t I I 0 ® boa W c € / '9 0 s, E , db X 00 W nn Or \ ==�-1 m 0 C O O Z 7 \ / c / V - \ c \ — l c • ! /19 / i WOINY1L Of/m990C Ek I , 4 1 111 _ _ _ - )Eik 1 l c,„.„ .. - ■ ,. / ‘ / --,, i :_,. /".:: \ 1 ,,, .. 1 5 ,, 1 1 1 1 : ,, I, . j I \ I ' / . \ .. - ELECTRICAL PLAN JEFF MADISON I COPYRIGHT (C) 2006, JEFF MADISON. CD 9033 SW MOUNTAIN VIEW LN TIGARD, OR 97224 ALL RIGHTS RESERVED. SCALE: 118" = 1 -0 (503) 704 -8051 REV. 2006 -06 -06 er STRUCTURAL. NOTES 9. ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON 12. PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE A DRAWINGS OR AS REQUIRED BY IBC SECTION 2303.1.8. SHALL BE PRESSURE PLANNING AND EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS I. Ij 1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF TREATED IN ACCORDANCE WITH AMERICAN WOOD PRESERVATIVE ASSOCIATION AND ARE PROVIDED BY OTHERS. ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS (AWPA) STANDARD P5 FOR WATER BORN PRESERVATIVE (ACC, ACA. ACZA, CZC, L INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE AAC, ETC.) OR PB FOR OIL BORN PRESERVATIVE (COPPER NAPHTHENATE) WITH 13. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704 REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR A RETENTION NOT LESS THAN 0.4 LBS /CUBIC FOOT PER AWPA STANDARD C2. ON THE FOLLOWING ITEMS: SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER FOR ALL GLULAM MEMBERS THAT ARE TO BE TREATED SHALL BE CONSTRUCTED BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL OF COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL • CONCRETE CONSTRUCTION SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMIUARIZED HIMSELF WIN TRIMMED SECTIONS. CUTS, DAPS. OR HOLES IN PRESSURE TREATED MATERIALS ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. SHALL BE TREATED WITH COPPER NAPTHENATE, IN ACCORDANCE WITH AWPA NE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF ALL PHASES OF THE WORK SHALL CONFORM TO THE STATE OF OREGON 2004 STANDARD M4. FOR ADDITIONAL REQUIREMENTS. SEE IBC SECTION 2304.11 SPECIAL INSPECTION. IT IS THE OWNERS RESPONSIBIUTY TO PROVIDE SPECIAL EDITION STRUCTURAL SPECIALTY CODE. EFFECTIVE DATE OCTOBER 1, 2004, PROTECTION AGAINST DECAY AND TERMITES. INSPECTION BY A QUALIFIED THIRD PARTY, SUCH AS A TESTING AGENCY COPYRIGHT 2005 BASED ON THE 2003 INTERNATIONAL BUILDING CODE. INCLUDING AU. REFERENCE REVIEWED BY THE ENGINEER. STANDARDS. UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE 10. ALL WOOD TRUSSES SHALL COMPLY WITH IBC SECTION 2303.4, EXCEPT AS Liner Consulting Engln•ers,tnc. • RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING OTHERWISE NOTED. TRUSSES SHALL NOT EXCEED A TOTAL LOAD DEFLECTION OF 14. SHOP DRAWINGS FOR SPECIFIC PRODUCTS GENERATED BY SUPPLIER SHALL CONSTRUCTION. L /360. TRUSS MANUFACTURER SHALL FURNISH COMPLETE ENGINEERING SHOP BE SUBMITTED FOR PREFABRICATED TRUSSES. DRAWINGS SHALL BE TO SCALE 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED DRAWINGS WITH AN OREGON REGISTERED PROFESSIONAL ENGINEER'S SEAL. AND ACCURATELY INDICATE ALL PERTINENT ASPECTS OF THE ITEMS) AND I. STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY 00 NOT INDICATE SHOP DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES METHOD OF CONNECTION TO THE WORK. INDICATE ERECTION AND TEMPORARY THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. THE CONTRACTOR DELIVERED TO THE JOB SITE, AND SHALL INCLUDE, AT A MINIMUM, THE BRACING INFORMATION FOR CONTRACTORS USE. CONTRACTOR SHALL REVIEW SHALL PROVIDE ALL METHODS AND RELATED EQUIPMENT NECESSARY TO INFORMATION SPECIFIED IN IBC SECTION 2303.4.1. METAL - PLATE- CONNECTED AND MODIFY AS REQUIRED FOR CONFORMANCE WITH DATE AND SIGNATURE ON AEI PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY WOOD TRUSSES SHALL BE MANUFACTURED AND DESIGNED AS REQUIRED BY ALL SETS OF DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER. PROVIDE FOR _ DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ANSI/TPI 1. EACH MANUFACTURER OF TRUSSES USING METAL PLATE EACH SHEET FIVE FOR REVIEW AND RETURN FOR CONTRACTORS DISTRIBUTION. ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW CONNECTORS SHALL RETAIN AN APPROVED AGENCY TO MAKE UNSCHEDULED SCHEDULE SUBMITTALS TO ALLOW SUFFICIENT TIME FOR REVIEW AND POSSIBLE TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN INSPECTIONS OF ALL TRUSS MANUFACTURING AND DEUVERY OPERATIONS. SHOW RE- SUBMITTAL THE FIELD. ANY MATERIAL NOT AS SPEOFIED OR IMPROPER MATERIAL CLEARLY ALL BRACING FOR TRUSS COMPRESSIVE MEMBERS AND REQUIRED INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH CONNECTIONS. ALL CONNECTION PLATES SHALL DEVELOP THE FULL STRESS OF SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S THEE MEMBERS. THE TRUSS MANUFACTURER SHALL SUBMIT CERTIFICATES THE EXPENSE. FROM AN INDEPENDENT TESTING COMPANY THAT ALL TRUSSES DEUVERED TO C O N S U L T I N G THE JOB SITE CONFORM TO APPROVED SHOP DRAWINGS. COST OF ALL TEST 3.THESE PLANS. SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED CERTIFICATES SHALL. BE BORNE BY THE TRUSS MANUFACTURER. E N G I N E E R S SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS 11. ALL NAILS SHALL BE COMMON AND NAIUNG SHALL BE PER THE NAILING DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN. SCHEDULE UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT SIZES SHALL BE USED UNLESS NOTED OTHERWISE: OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE J08 SITE AND SPECIAL INSPECTIONS ARE 9570 SW Barbur Blvd. NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBIUTY UNLESS THE 6d NAIL: 0.113 INCH DIA. % 2 INCHES LONG WITH MIN. HEAD DIA. 17/64 IN. Suite One Hundred CONTRACT DOCUMENTS SPECIFY OTHERWISE. 8d NAIL: 0.131 INCH DIA. X 2 )4 INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. Portland, OR 97219 -5412 10d NAIL: 0.148 INCH OIA.X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. Phone (503) 246 -1250 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE 12d NAIL 0.148 INCH OIA.X 3 X INCHES WITH MIN. HEAD DIA. 5/16 IN. Fax (503) 246 -1395 ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR 16d NAIL 0.162 INCH DIA. X 3 Xe INCHES WITH MIN HEAD DIA. 11/32 IN. STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND MATERIALS, ASTM STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY 0696 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE ENGINEER. NAILS AND STAPLES SHALL NOT BE OVERDRIVEN. COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN NAIUNG SCHEDULE 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL Z REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT LUMBER (PSF). BOTTOM (BOT) PLATE (PL) TO DECKING /JOISTS, 16d AT 8" O.C. O FACE NAIL 5.DESIGN LOADS: IN ADDITION TO THE DEAD LOADS, THE FOLLOWING ARE THE DESIGN REQUIREMENTS: BOT PL/TOP PL TO STUDS, END NAIL (2) 16d AT 2 X 4. (3) 16d AT2X6 Q A) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, 40 PSF: DECKS, 40 PSF BUILT- UP/DOUBLE (DBL.) STUDS. FACE NAIL 10d AT 8" O.C. Q B) ROOF LIVE LOAD: [SNOW LOAD CONTROLS DESIGN] STAGGERED C) ROOF SNOW LOAD: Pg = [25 PSF] Pf = [17 PSF] [(MINIMUM 25 PSF ROOF SNOW)] DBL. TOP PL, FACE NAIL 10d AT 12" O.C. Ce = [1.0] STAGGERED Is = [1.0] .0 DBL. TOP PL SPLICES. FACE NAIL (12) 10d EA. SIDE OF • Ct [1.0] D) WIND DESIGN: BASIC WIND SPEED (FASTEST MILE) _ [80 MPH] JOINT (.1) 'I I• _ [1.0] DBL. TOP PL CORNERS/INTERSECTIONS, (4) 1Od STAGGERED 1 I J EXPOSURE = [B] FACE NAIL PER IBC 1609.1.1.6 E) SEISMIC DESIGN: le = [1.0] c Z SEISMIC USE GROUP [I] TOE INULOUS HEADER(S) (HORS.) TO STUDS. (4) 10d J Ss = [0.931 51 = [0.34] Lai SITE CLASS = [D] TOP PL TO HORS, FACE NAIL 16d AT 16" O.C. z S SOS = [0.701 SDI = [.39] Z SEISMIC DESIGN CATEGORY = [D] JOIST TO DBL TOP PL /SILL PL. (4) 10d 0 0 RESISTING SYSTEM = [LIGHT FRAMED SHEARWALLS] TOE NAIL F BASE SHEAR = [.108W] - z Cs = [.108] BLOCKING TO STUDS, TOE NAIL (2) 10d R=[6.5] 0 < 0� PROCEDURE _ [ASCE7 -02] JOISTS TO BLOCKING, END NAIL (3) 16d 0 6.CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 STUDS TO HORS END NAIL (6) 16d AT 4x6/4x8 < (Ad DAYS. MIXING. PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE (8) 16d AT 4x10/4x12 ' nee WITH THE AMERICAN CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. Ma ALL CONCRETE SHALL HAVE MAXIMUM W/C RATIO 0.45. ALL RETAINING HORS TO CRIPPLE STUDS, TOE NAIL(4) 10d O � i F STRUCTURES. I.E.: RETAINING WALLS. BASEMENT WALLS SHALL HAVE ADEQUATE DRAINAGE. ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5% +/ -17. AIR ROOF TRUSS BOT CHORD TO DBL TOP PLSIMPSON H2.5 ENTRAINMENT. NO CHLORINE OR CHLORIDES. NAIL- LAMINATED BEAMS. FACE NAIL 16d AT 8" O.C. 7. ALL REINFORCING STEEL (RESTL) TO BE DEFORMED BARS PER ASTM A615 STAGGERED W/ (3) T./) GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. UNLESS 16d AT EA. END 1.11 NOTED OTHERWISE. SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d ALLOWANCE FOR HOOKS OR BENDS. PROVIDE 2' -6" X 2' -6" RESTL OF SAME SIZE AND SPACING AS HORIZONTAL FOR ALL CORNERS FOR 115 AND SMALLER. JOISTS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL Z SET ALL ANCHOR BOLTS AND DOWELS BEFORE POURING CONCRETE. ALL REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706. END/BAND JOIST TO JOISTS, END NAIL (3) 16d L.] C T U R Q 8. ALL STRUCTURAL W000 COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH SAWN LUMBER DECKING -• - / 4 Z CK I- (DF /L), / WI 1 UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, ANO GIRTS TO BE ^CD F P DF/L /2 AND BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND 2 X 6 TONGUE AND GROOVE (2) 16d GALV. FACE NAILS \ C NON - STRUCTURAL FRAMING TO BE CONSTRUCTION GRADE AND BETTER. ALL AND (1) 16d GALV. TOE IN CONTACT WITH CONCRETE OR WOOD PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL PREFABRICATED METAL #2 NAIL EA. COURSE AT EA. SUPPORT. � G ( N F F _ O� 0 . TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND /OR NAILED. '1 W Et ALL FASTENERS IN CONTACT WITH PRESSURE TREATED W000 SHALL BE SHEATHING GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304.9.5. SIMPSON `.'� 51043 1 N V) PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL ROOF 8d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES I CONNECTORS REQUIRE PRIOR RENEW. ALL BOLT HEADS OR NUTS BEARING ON AND ROOF EDGES AND 12" 0.C. AT ALL IP ►� WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" INTERMEDIATE SUPPORTS. - II I JOB No. TO 1 /16" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS 9, REGO' o 060458 SHALL HAVE PILOT HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN FLOORS 10d GALV. AT 6" O.C. AT ALL EDGES AND SPECIFICATION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1. INTERMEDIATE SUPPORTS. • 15/32" THICK SHEATHING TO BE C -0 INTERIOR WITH EXTERIOR CLUE SPAN � ' 9 RY 2=x'2 \4 DRAWN et 3E 9 a 1/4 1) RATING OF 32/16. 3/4" TONGUE AND GROOVE (TAG) STURD -I -FLOOR WITH WALLS 8d AT 6" O.C. AT ALL PANEL EDGES AND AT 12 A SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER SLABS, INTERIOR GRADE WHERE O.C. AT ALL INTERMEDIATE FRAMING MEMBERS. /C r� , , I ^ 'c C j O CJM • PROTECTED FROM MOISTURE AND TO BE GLUED AND NAILED. GLUE ALL FLOORS GYPSUM WALLBOARD TYP. AT 1/2" GYP - 5d COOLER OR W ALLBOARD f^( NV f` WITH STRUCTURAL ADHESIVE. 3M -5200 OR EQUIVALENT. AT ALL SUPPORTS. ALL DATE 05 -16 -06 SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2X BLOCKING AT PANEL NAILS AT 7" O.C. AT ALL FRAMING MEMBERS. r EDGES UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. TYP. AT 5/8" GYP -6d COOLER OR WALLBOARD 'EXPIRES: 06-30-20(431 REVISIONS NAILS AT 7 O.C. AT ALL FRAMING MEMBERS. TYP. AT (2) LAYERS 5/8" GYP. -6d COOLER OR WALLBOARD NAILS AT 9" O.C. I LINE IS 2 INCHES I SIrEET BASE PLY AND Bd COOLER AT 7" O.C. FACE PLY. AT FULL SCALE S0.01 (F NOT Y - SCALE ACCORDINGLY) ST • NOTES: n, le ` 1. All plywood edges to be blocked. SMEAR wALL saieouLEI z a. s IL 10. n. u u HOEDOWN SCHEDULE D, n, 12 2. Use (1) Pressure Treoted 2x or 3x Hem -Fir No. 2 for bottom o b c 18 d 3. 10 20 d3' 1s, 20 Corner Noes, s« WALL 801IW PLATE WALL 80TT0M PLATE dOan Nddo.n Faat•nwe corner (os appdcabl del p1018 10 Anchor bolt length bole WALL WALL YATFRIAL ON PANEL EDGE SOLE OI TO CONCRETE ANCHORING CONCRETE ANCHORING �p ) 1► 3. Anchor bolt length based upon minimum embedment of 7" TYPE MOW STUDS NAILING RIM JDIST K 2% PLATE USED K J% PLATE USED Yn. per Trusses or Rafters .j 4 Plywood must nail to both double top plates. - c < l No Hddo.n Connect bot. Plate per Structural Structural 5. All new exterior walls to be i e A, unless noted otherwise. A 15/32' APA Rot. Sheathing 5/A. x 10' ANR 5/8' DIA. 10' ANCHOR 0 CHO x Required *loons schedule Note• YP B' OI Span Rated of 32/16. Exposure 1 Bd at 6' 0 led of 10' o BOLT AT 48' O.C. (max) BOLT AT 48' O.C. (max) 6. Framing at ad pone) edges shot be 3 in nomMd a e e Ys1c2e (e) 16a enken end at ea :0: ltd a Node , wider, and nails shot be staggered where halls ore Spaced 2 15 /32' en9 5/' OI a CH OR 1 - Naze inches On center. Plywood joint and sill plate nailing shall be $pan Rated APA R at 32 d Sn E atn 1 Bd al 4 _ o.c tbd of 8' 0.c. DOT AT A w 10' O.C. AN ax) 5 /8 BOL OT qA 48 ' 10' O.C. A ( staggered. 5515..+•0 a N5TC4o p8) 5o 16 a al v Doan ' 16 ttd No is J . i\I ' 7. Where Donets are applied on both faces of o wall and not er PMD2 or Lal f Rafter d T r u ss spacing is less than 6 inches o.c. on either side, panel joints shall COPYRIGHT 2005 ( 10) S4' s 3' w � � be offset to fall on different framing members OR framing shill be e eaon Miler Consuttklg Engineers,lnc. g or f (at slope 5 57or Sim Bolt r 3 in inches nominal or thicker and nails on each side shall be _ \\\ a PHDS 2x blk. (may ' \ \\ B. Any fastener exposed to weather shall be galvanized. (14) 505 1/4 s 3 x1 ltd Nate • Sues and 'ho ( ) \ 9. Holdown occurs at so. end of eo. shearwoll and fasten to min. be sloped) \ \ staggered. Plywood joint and sill plate holing shall be staggered. 557820 Anchor ho B dt u.n.o. • (2) 2x studs or 4x stud unless noted otherwise. Wall sheathing COMMO NAIL SIZES t'11�NI shall be edge nailed to holdown studs. Nil Min. Min. 'Mm. Hood i =' 10. Lop wail plates minimum 4' -0" between splices w T IP / (14) 10d LEGEND • DO Length Dia. I - H2 -5 TYP. i -o ea. side. DESIGNATES SHEAR PANEL 6d 0.113' 2' 17/64 F. 11111) j ,l;I 11. Simpson products shall be instated as per monuf. specs. AND HOEDOWN' WHERE - SP" h 12. E ivolent holdown, straps. bolts, nails, etc. by other monuf. ® IS THE PANEL TYPE AND HD' Bd 0.171' 2.k. 9/32 n. qu' ap Y IS THE HOEDOWN TYPE b typ. b II to be reviewed by engineer of record prior to substitution. 10d 0.148' 3 ' 5/16 n. h a 13. Sheathing on shearwolls shot not be interrupted by any will M I L L E R butting into sheorwall. k 12d 0.148' 3,' S /16 n. II 14. In Seismic Design Category D, E or F, all framing members / 32 I receiving edge oolong ham abutting panels shill not less than C O N S U L T I N G I a a single 3 -inch nominal member, Plywood joint and sill plots 16d o.ts 3J4' n n. i . si nailing shall be staggered in all cases. ENGINEERS II 15. Use min. 6x stud eo. end of sheor panel for hddown. 16. (2) Anchor bolts min. per plate. 17. Fasteners for preservative- treatment and DIAPHRAGM SCHFDl1LE xi 21 24. 2$ fire - retardant- threaded wood shall be of hot dipped zinc - coated r Blvd. 1 ROOF to WALL 2 ROOF to WALL 18. ALL steel, stainless steel, silicon bronze or copper. - • • I 9 h ) Suite One 9570 SW Borb orburea 18. ALL NAILS 1. BE COMMON OR GALVANIZED BO1F NAILS unless Portland. OR 97219 -5412 7.01 N TS NTS dlemate app by engineer of record. 7. 4y DIAPHRAGM MATERIAL ON NAILING AT DIAPHRAGM NAILING AT OTHER DeL TOP PL (503) 246 -1250 j O I S t S p e r p . joists para. 19. Assumes 3/4" thick diaphragm. WALL WOCO RAFTERS OR JOISTS BOUNDRY PANEL EDGES RM//BLK TO TOP PLATE LBM BLK To TOP PLATE RW/8LK io TOP PuTE Phone FACE NAIL Far (503) 246 -1395 20. At anchor bolts, typ. 3/16 x 2x0' -2" plate was bettw sill TYPE a plate and nut. 15/32' APA Rated 9wathng o.pc, O Span Rated at 32/16, Exposure 8d at 6' 0 Bd of 6' o.<. '4 M YPSON' REM at 24' au. 'SPSON' A35 at 22 16d at B' o.c '9MPSON' A35 at 22' o.c. I. Unblocked mile I t:;1111 15 /32' SPA Noted SneoMng 0 Span Rated al 32/16. Exposure Bd at 6' c.c. Bd at 6' a.c. 'SMPSON' RBC at Tl' ea. 'SNAPSaN' A35 at 20' us. 16d at B' o.c '91W5DN' A35 of 20' pc. t. Bloceed •I 9 DIAPHRAGM SCHEDULE NOTES: D IAPHRAGM LAY -UP Ii • 2 2. Where fram ing members ore spaced 48" o.c. nois to to be be sp 6" re O i, o. c. at intermediate framing members. oth erwise hats o at 12" 0. 0 . El AT LOCATIONS WHERE - 23. Framing at adjoining panel edges shot be three inches DIAPHRAGM IS SPECIFIED AS block of >' <" nominal or wider, and nails shall d staggered where nails are �F "BLOCKED" PROVIDE 2x BLOCKING Q c I (4) Ii eo. bb a III j.,,,#* spaced 2 or 2 1/2" o.c. AT UNSUPPORTED PANEL EDGES c 24. Framing at adoining panel edges shall be three inches Q I , ; _ nominal or wider, and nails shalt be staggered where both of the ■�, �� _ ,,,,,,...-=.4 _ II , }allowing conditions are met: (1) 10d nails having penetration in t b Iii II. ,e L >�'_ homing of more thou 1 1/2 inches and (2) nails ore spaced three e i Ii� Iri ■.--.. b � 1V . inches o. c. or less. ---_ ° 25. All nOBs to be common nails or hot dipped galvanized box hats unless alternate approved by the Engineer of Record. II h �� d W _ ° - ROOF SHEATHING L L Z b typ. hI _. II ►�. II ! / 1 l I I j .7 BLKG 0 C 3 2x blocking at IIII1 C,� L I II 20 blocking o.c. p ,• a typ. i; II ° 1 - i O 0 Z l CSi6 COIL STRAP AS REVD Ii . Q a d ` - �� ONT'G AND NAILING TO TRUSS TOP CHORD PARAI I f JOISTS Q li MATCH SHEAR WALL BELOW PERPENDICULAR JOISTS 2x 4 STUDS 0 16" O.C. Q < C 0 5 TY OLDDOWN C516 COIL STRAP AS REQ ' < Nil LL 3 EXT. WALL -FLOOR -WALL 4 GARAGE WALL NTS 7.01 NTS �l� w 0 7.01 7.01 TRUSS BIRD • 7 N3iF at) CHORD ( LTP4 0 EA. BLOCK PERAPIAN LL SECTION A -A A EAVE DETAILS PER ARCH. (4) 16d NAILS 7 J _ 8d AT 6" O.C. 2x4 BLKG. AT BRACE TRUSSES ROOF SHEATHING J U WT highest capacity h.d. Q ill in .troy to i h provide Taole ROOF SHEATHING 8d AT 4" O.C. TO BLKG. B d AT 6" O.C � T t o tax Io mni the LENGTH per sch. (larger HD /) ., - -- ` B _ (-----1.1C 9� v R Q J Code - re d r - mnenum END • rl _ 11 _ II 11 11 l- �f(� / /� / tenter-to-center for nos LENGTH / ' �" 11 7 1� RS��II IL,•It�AIIIi�•�•�� O I 1 I /` p D J ' - �'� GABLE END TRUSS PRE- MANUFACTUR • ■ I 1 • • - - � PP ( 3 6 ��__ g LJJ 11 S .... SI MPSON' A34 AT 48OC. P PI AT 40OCTU l I IA R S LE XThNDB ( I a LOWER .4 l (corner nails) or JOINT AT BOT. ''1 ! _,.. ' 0 " O.C. W/ {2) 16d • ~_ �i �wi��__e ~i��•e No. second hddown per CHORD OF GAB. ��• If ol it -...11111 1111117, "`�� 060458 �j ur N NAILS �• schedule END TRUSS. �I . .. w ` T END Hoedown /strop ►_ �' �� `� OREGON O DRAWN CKED Pra en redone = LENGTH (s schedule �'� EXTEND BLOCKING PANELS - V • CJM �� CEILING FINISH PER ARCH. ,r" It end ) I ,I A BEYOND SHEAR WALL AS - 'I+ rT at Equal numbs of 'SIMPSON' GBC EA. REO'D PER PLAN �\ • qRY 2 specified nails n i SIDE OF 2x6 BRACE each d S� DATE 05 -16 -06 A35 OR LTP4 SEE SHEAR WALL END OF SHEAR WALL / L R. Vy r CORNER HOLDOWN REVISIONS SEE SHEAR WALL SCHD. FOR SHT'C REQUIREMENTS "j FOR SPADING PER PLAN PER PLAN REVISIONS '' 06 -30 -200 6 TYP. STRAP 7 REQUIREMENT 8 GABLE END DETAIL 9 ATTIC SHEARWALL DETAIL IExPiRES. a I N TS 7.01 N TS 7.01 3/4" - 1'_0 7.01 3/4" ei 1"-0- SHEET 7.01 S7.01 t • • • V SO bZ Q I ?TV0 0Q 0 9 AS7141 SETBACK LINES .;,,,,m1 �j � vt DRAIN FIELD a/ ' - - � LEACH LINES 1 0 PTIC TANK ,, - 8 00 0; °1 : 000 °11.1 7 1r.' 01 440 0 4 : 0 0,": 1/ / /� - LEANOUT o PORCH 1' PUBLIC STORM EASEMENT DRAIN V_____-_--- N 4.4 ` , ,. = : `` RAIN �� . CITY OF TIGARD - SITE PLAN REVIEW° E UILDING PERMIT NO.: VI aD b(p - I pD►jy EXISTIN' GRAVEL PLANNING DIVISION: DRIVEWAY 0 BE PAVED Required Setbacks: ❑ Approved AFTER CO STRUCTION PP I] No: p . Side: Street Side: Front. Garage: c . Visual Clearance: ❑ Approved ❑ - 2 N aximum Building Height feet ' Service Provider Letter Required: 0 Y eti 5.05' ,/ ; B ❑ Recciied Date: I ENGINEERING DEPARTMENT: AP• ;LECT, G'S, e P A;tuai SlO Approved 0 Not Approved TR PH•NE, CARL Sa & WATE' O Approved 0 Not Appro red cm B., .,U 4 .- - Date: ``- `") -0 ( 0 of IN nes. - 1 APPLE TREE 2 • 2S1 11 AB00201 I ! 9033 SW MOUNTAIN VIEW LN R -4.5 \ rIR JEFF MADISON 100 TREE , (503) 704 -8051 SW MOUNTAIN VIEW LN BARRICADE SCALE: 1" = 30' GN� A CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO.: ILvisr Q ' — I owl PLANNING DIVISION: Required Setpcks: 0' Approved ❑ Not Approved Side• `3 Street Side: . con , f) G9.rage: Rear: 1.S_ -.;a ; Clearance: Q Approved ❑ Not Approved t :txi.nurn Building Height feet r_ Service Provider Letter Required: ❑ Yes ❑ ❑ Received B) : 4'w J L:cJ Date: .3 / t .! DC, ENGINEERING DEPARTMENT: Actual Slope: _% ❑ Approved ❑ Not Approved Site Plan: ❑ Approved ❑ Not Approved B Date: Notes: • • • • r tw 4 MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS r *„, Supplemental Calculations , Madison Res. Addition 9033 SW Mountain View Ln., Tigard, OR - Jeff Madison � - r June 5, 2006 Project No. 060458 2 pages Principal CheckedANki THESE C 0 • ' VOID IF SEAL �� ,G1Nt ; v 510043 btrCkii y OREGON o A IRY 2='• C� Ri O R. WO AND SIG ' _ _ ► ! T ORIGINAL EXPIRES: 06- 30 -20C),5 * ** LIMITATIONS * ** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulting all Engineers Council I Building Code: 2003 International Building Code as amended by the state of Oregon Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure: N/A PSF Material: Wood: X Steel: Concrete: X Masonry: " Vertical System: Wood Bearing Walls Lateral system: Light Framed Shear Walls Roof Framing: Manufactured roof Trusses designed by others? Yes Snow 25 PSF Attic PSF Floor 40 PSF Other PSF Basic Design A= L/240 A= A= L/360 A= Loads: Deck PSF Garage PSF Corridor PSF A= A= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure B Seismic Design Importance Factors i = 1.00 IE = 1.00 I = 1.00 (wind) seismic) snow) USGS Earthquake Hazards Program LOCATION 45.416829 Lat. - 122.769914 Long. 2% PE in 50 years, 0.2 sec SA = Ss The interpolated Probabilistic ground motion values, in %g, 2% PE in 50 years, 1.0 sec SA = Si at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 18.62 39.43 0.2 sec SA 43.95 93.33 1.0 sec SA 15.27 33.64 Design Summary: The following calculations are to supplement original calculations dated May 16, 2006. The calculations are for the modifcation to wall line S5 to include two windows. .r - ari 9570 SW Barbur Blvd. Project Name: Madison Res. Addition Project #: 060458 Mak Suite One Hundred Portland, OR 97219 -5412 Location: 9033 SW Mountain View Ln., Tigard, OR MILLER Consulting (503)246 -1250 Client: Jeff Madison Engineers FAX: 246 -1395 BY: CJM Ck'd: VGL—i Date: 06/05/06 Page 1 of 2 ► 1 • This analysis uses the force transfer method of designing a perforated shear wall. The free body diagrams shown at right are a generic condition I �l — - v and the input values of L and H should be input as the worst case i I P I which would be the smallest dimensions. I I I = V 1163.5 lb Total shear force. X \_ — L = 22 ft Total length of wall. Lwati = 18 ft Total length of full height walls. Lopen = 2 ft Length of opening. L = 3.5 ft Width of adjacent critical pier. - H = 9 ft Total height of wall. L 54 en H = 1 ft Critical section depth. H2 = 6 ft Critical section opening depth. F " v = 53 plf v = v Shear at top and bottom plates. _ •• V fin --- uwall = 65 plf vwau = L f Shear in wall piers. wall Fh = 238 lb F = V(Li +0.5L Horizontal force at critical section. Fv = 212 lb F = F h (H +.5H 2) Vertical force at critical section. L +.5L P = 212 lb p= F,,(5L ° p° ' ) Critical strap force. H F /head = 212 plf vhead — H Shear in panel above opening. t Strap must be designed for 212 lb force. < S4S Anchor bolts must be designed for 53 plf shear. 'A * LJq. L_L Shearwalls must be designed for 65 plf shear. Panels above and below the opening must be designed for 212 plf shear. Lc$ Si MP%©KJ c_s 2.2- sTRAJ dir 9570 SW Barbur Blvd Madison Res. Addition Suite One Hundred Project Name Project # 060458 Mk Portland, OR 97 21 9 -5 412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd 1Ak.) Date 6/5/06 Page Z - of2 MILLER - ` CONSULTING ENGINEERS LO� STRUCTURAL CALCULATIONS \\IA r, Madison Res. Addition 9033 SW Mountain View Ln., Tigard, OR Jeff Madison May 16, 2006 Project No. 060458 18 pages !��y Principal Checked ?, CTUR. THESE CAL V :.�R�►, VOID IF SEAL s • C-3 4,, F9 � 51043 1�. y OREGON o y - AY 2 C R. W P , S AND SI _ • • _I'.-r• • ! T ORIGINAL EXPIRES: 06 -30 -20 a'' * ** LIMITATIONS * ** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulting ji, Engineers Council Building Code: 2003 International Building Code as amended by the state of Oregon Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure: N/A PSF Material: Wood: X Steel: Concrete: X Masonry: - Vertical System: Wood Bearing Walls Lateral system: Light Framed Shear Walls Roof Framing: Manufactured roof Trusses designed by others? Yes Snow 25 PSF Attic PSF Floor 40 PSF Other PSF Basic Design A= U240 A= A= U360 A= Loads: Deck PSF Garage PSF Corridor PSF A= A= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure B Seismic Design Importance Factors l = 1.00 I = 1.00 I = 1.00 wind seismic (snow uses Earthquake Hazards Program LOCATION 45.416829 Lat. - 122.769914 Long. 2% PE in 50 years, 0.2 sec SA = Ss The interpolated Probabilistic ground motion values, in %g, 2% PE in 50 years, 1.0 sec SA = Si at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 18.62 39.43 0.2 sec SA 43.95 93.33 1.0 sec SA 15.27 33.64 Design Summary: The following calculations are for the lateral analysis of an addition to a residence. The addition will not be structurally attached to the existing structure and is designed to resist loads as a stand alone structure. The buildings will be separated by 1/2" to avoid pounding. 9570 SW Barbur Blvd. Project Name: Madison Res Addition Project #: 060458 Suite One Hundred Portland, OR 97219 -5412 Location: 9033 SW Mountain View Ln.. Tigard. OR MILLER Consulting (503)246 -1250 Client: Jeff Madison Engineers FAX: 246 -1395 BY: CJM Ck'd:' Date: 05/16/06 Page 1 of 18 2003 International Building Code Design Criteria Seismic S, = 93.33% Figure 1615(1) (0.2 sec response), 2003 IBC pg 304 -320 S, = 33.64% Figure 1615(2) (1.0 sec response), 2003 IBC pg 304 -320 Fa= 1.13 Table 1615.1.2(1) (linear interpolation is used), 2003 IBC pg 323 Fv= 1.73 Table 1615.1.2(2) (linear interpolation is used), 2003 IBC pg 323 SMe = F, S, = 1.05 eqn. 16-38, 2003 IBC pg 322 SM, = F„ S = 0.58 eqn. 16-39, 2003 IBC pg 322 S.$= (2) S = 0.70 eqn. 16-40, 2003 IBC pg 322 S = (2) S /(3) = 0.39 eqn. 16-41, 2003 IBC pg 322 Site Class D Table 1615.1.1 20031BC pg 322 Seismic Use Group II IBC 2003 Sec 1616.2, pg 326 Seismic Force Resisting System 1.0 Bearing Wall System K. Light framed walls with shear panels -wood structural panels/sheet steel panels Seismic Design Category (short per.) D Tables 1616.3(1), pg 326 Seismic Design Category (1 sec) D Tables 1616.3(2), pg 326 Seismic Design Category D (Controls) PT,..V... = - 1.00 IBC 2003 Sec 1617.2, pg 329 = 1.00 IBC 2003 Sec 1617.2, pg 329 R = 6.5 IBC 2003 Table 1617.6.2, pg 334 -337 Sl = 3.0 IBC 2003 Table 1617.6.2, pg 334 -337 Building Category = II IBC 2003 Table 1604.5, pg 272 IE = 1.0 IBC 2003 Table 1604.5, pg 272 CT = 0.02 ASCE 7-02, Table 9.5.5.3.2, pg 147 x = 0.75 ASCE 7 -02, Table 9.5.5.3.2, pg 147 h„ = 10.5 ft, defined ASCE 7-02, section 9.5.5.3.2, pg 147 Ta = 0.117 ASCE 7 -02, Eq 9.5.5.3.2 -1,pg 147 C. = 0.108 ASCE 7 -02, Eq 9.5.5.2.1 -1,pg 146 C.= 0.511 need not exceed -ASCE 7 -02 Eq. 9.5.5.2.1 -2, pg 146 C.= 0.031 shall not be less than - ASCE 7 -02 Eq. 9.5.5.2.1 -3, pg 146 C.= 0.108 (control) W,,d = I 44016 lib V = CsW = 0.108(W) = 4747 lb ASCE 7 -02, Eq. 9.5.5.2 -1, pg 146 V = 1.2 SdsW /R = (1.2)(0.70)W/6.5 = 0.129W = 5697 lb IBC 2003 eqn. 16 -56, pg 331(simplified) Effect of Dead Load = 02(S =I 0.140 I'D, eqn. 16-50, 16-51 pg 329 (vertical earthquake load) Roof Level Loading p(Q ASCE 7 -02: Transverse: rhoQe = (1.00)(V) = 4747 lb eqn. 16 -50, 16-51 pg 329 (horizontal earthquake load) Longitudinal: rhoQe = (1.00)(V) = 4747 lb eqn. 16-50, 16-51 pg 329 (horizontal earthquake load) f 9570 SW Barbur Blvd Suite one Hundred Project Name Madison Res. Addition Project # 060458 Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'dS Date 5/16/06 Page Z of 18 Lkr cp., AL APJAL`r.rs . k,) zN b : g Os. 7 , /t Ey' ' E (.LI(L 3x0. 2 -(_ (3, n_ 2- 93 16- K0.67x( = fu. 3 DO 2_ 16. (.3 -0. - 42X1 " K.4 C Sc S 1--i. C,¢ 2 : : (3.S"x I(4..3p94') 4 (5 QS/z) IS. 4 = 1 77 / 1 - 0 ) 17gpW k 22' = 3q3 V SF2_8 c_ 4 LJ7/I.y= 3 � 0 tI # < 313$ ■,.-7 = N ,b - 0k.11 - P LS got` 1i .- bra - .Txpo S 1'9At AT 2 oe v PoRc #J : 2t-I' TA LL ;nor oN LY= -17,35 wA1.L ouLY ,QZ,!5 2 S4EA = 1 S : HA Jq3 ) -t (I.y 2.5 )+ (132x2') = I Sq.Spa. 2 1 c UPPE2 PLe . = 13.2 x i/z t 1/ 1 o ply' PrA } 6M (FE et ryP• : / 7 /2 2-IS C. 336 r /( - s' use ry 4' .D4{pLIrA6ict MLN 1.- 6 >r/ : ii 9 K 33 /2. / o %VI) = ILL 12 -7. L.2 rye E A r4 Pael G iti IF Lass rmA►J I L I. 12 TRUSS To wALL-, Ti2ANSFEe �sE...E t./ ALL_ 87 FO t_i.owrN 4) I 7 s/e2C-- IV ; 1 -175 - p 14' v 1C4t 4 317 31? < lL1O x 1, 6, _ 38y4.- p LA SF 7) 4 ' V' 3 as S?fELJ .7)sG e. S b 001Ak roe eko m 9570 SW Barbur Blvd i., aft Suite One Hundred Project Name Madison Res. Addition Project # 06045R _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff' Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd`C-1/tAi'--i Date 5/16/06 Page 3 of 18 ir 1 _---- '.4 1 \\.!. • VI t 13 r, iI :.'''. '.,\-\.\\*.\# 7 , ...; .:, ..? i4.... 0 , 4. ,,, T. 4 , d _ p — III' s is- — it C ..! s.\\ \ , I g \ / I / / \ \ I \ k1/4...\ n..' i ----4 r--,,, –1 \,\, on bioi LI- / / � \ ENTRY � �� JJ �' oz- /� I , r-r\ 1 / \ 1 r ---- iiinli NM Yr le 9570 SW Barber Blvd Madison Res. Addition 4 Suite One Hundred Project Name Project # 060458 vs Portland, OR 97219-5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Cj'(M} Date 5/16/06 Page 1 -/ of 18 Shearwalls: • Wall Level Roof I R1 I 2nd I Loads: level 2: 1376 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? N • WI(wind) V =I 1376.00 = 212 plf < 260 plf Use 15/32" APA rated sheathing 6.5 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 2.75 3.75 6.5 ft. total Critical Wall Length = 2.75 ft. Wall Height = 9.00 ft. Mot = 212 x 2.8 x 9 + 0(3 ^2) / 2 = 5239 + 0 = I 5239 Ift*lbs Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft *Ibs) Ak Mres= 8.00 x 9 x 2.75 x 1.375 272.25 Wall 15.00 x 4 x 2.75 x 1.375 226.875 Roof Weight(lbs.) Arm (ft) 200 x 2.75 550 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 272 + 227 + 0 + 550 + 0 + 0 Use Simpson MSTC40 Holdown Mres= I 1049.125 Ift*Ibs • H.D. = 5239 - (0.67)(1049) / 2.8 = I 1650 lIbs. Wall Level Roof I R2 - I 2nd I Loads: level 2: 600 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? N WI(wind) j V =I 600.00 = 75 plf < 260 plf ( Use 15/32" APA rated sheathing 8 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 8 8 ft. total Critical Wall Length = 8 ft. Wall Height = 9.00 ft. Mot = 75 x 8.0 x 9 + 28(8 1 2) / 2 =5400 + 896 = I 6296 Ift*Ibs Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft *Ibs) Mres= 8.00 x 9 x 8 x 4 2304 Wall lir 15.00 x 4 x 8 x 4 1920 Roof Weight(lbs.) Arm (ft) 200 x 8 1600 Retum /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 2304 + 1920 + 0 + 1600 + 0 + 0 Use Simpson MSTC28 Holdown Mres= I 5824 'nibs H.D. = 6296 - (0.67)(5824) / 8.0 = I 299 Ilbs. m _ as 9570 SW Barbur Blvd Suite One Hundred Project Name Madison Res. Addition Project # 060458 _ Portland, OR 97 21 9 -5 412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd Date 5/16/06 Page S of 18 Wall Level Roof . I R3 I 2nd I Loads: level 2: 925 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? N Wl(wind) I V =I 925.00 = 231 plf < 260 plf Use 15/32" APA rated sheathing 4 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 4 4 ft. total Critical Wall Length = 4 ft. Wall Height = 9.00 ft. Mot = 231 x 4.0 x 9 + 35(4 ^2) / 2 =8325 + 280 = I 8605 'nibs Weight(osf) Trib Width (ft.l Length (ft.) Arm (ft) Mres (ft`Ibs) Atk Mres= 8.00 x 9 x 4 x 2 576 Wall Nirr 15.00 x 5 x 4 x 2 600 Roof Weight(lbs.) Arm (ft) 200 x 4 800 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 576 + 600 + 0 + 800 + 0 + 0 Use Simpson MSTC40 Holdown Mres = I 1976 Ift`Ibs H.D. = 8605 - (0.67)(1976) / 4.0 = I 1820 Ilbs. Wall Level Roof I R4 I 2nd I Loads: level 2: 925 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? N Wl(wind) I V =I 925.00 = 308 plf < 380 plf Use 15/32" APA rated sheathing 3 w/ 8d at 4" o.c. edges, 12" o.c. field Shearwall lengths: 3 3 ft. total Critical Wall Length = 3 ft. Wall Height = 9.00 ft. Mot = 308 x 3.0 x 9 + 35(3 ^2) / 2 =8325 + 158 = I 8483 Ift`Ibs Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft`Ibs) Mres= 8 x 9 x 3 x 1.5 324 Wall Nr 15.00 x 5 x 3 x 1.5 337.5 Roof Weight(lbs.) Arm (ft) 200 x 3 600 Retum /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 324 + 338 + 0 + 600 + 0 + 0 Use Simpson MSTC40 Holdown Mres= I 1261.5 If H.D. = 8483 - (0.67)(1262) / 3.0 = I 2546 Ilbs. di " 9570 SW Barbur Blvd Suite One Hundred Project Name Madison Res. Addition Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ckli :te AU Date 5/16/06 Page C of 18 Shearwalls: ' • Wall Level Upper fir I S1 I 1st I Loads: level 1: 446.25 level 2: 1376 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y Wl(wind) - V =I 1822.25 = 109 plf < 260 plf Use 15/32" APA rated sheathing 16.75 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 16.75 16.75 ft. total 2nd Level Shear = 82.15 lb /ft Critical Wall Length = 16.75 ft. 2nd Level PL Height = 18 ft. Wall Height = 9.0 ft. 1st Level Shear = 27 lb /ft Mot = 27x16.8x9.0 +82x16.8x18.0 + 0 x (17 ^2) / 2 = 28784 + 0 = I 28784 Ift "Ibs Weight(osf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft •Ibs) lir Mres= 8.0 x 17 x 16.75 x 8.375 19078 Wall 15.0 x 4 x 16.75 x 8.375 8417 Roof 15.0 x 4 x 16.75 x 8.375 8416.875 Floor Weight(lbs.) Arm (ft) 200 x 16.75 3350 Retum /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 19078 + 8417 + 8417 + 3350 + 0 + 0 Mres= I 39262 Ift "lbs Use Simpson PHD2 -SDS3 Holdown H.D. = 28784 - (0.67)(39262) / 16.8 = I 148 Ilbs. W/ SSTB16 anchor bolt Wall Level Upper fir I S2 I 1St I Loads: level 1: 446.25 level 2: 600 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y Wl(wind) I V =I 1046.25 = 91 plf < 260 plf Use 15/32" APA rated sheathing 11.5 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 11.5 11.5 ft. total 2nd Level Shear = 52.17 lb /ft Critical Wall Length = 11.5 ft. 2nd Level PL Height = 18 ft. Wall Height = 9.0 ft. 1st Level Shear = 39 lb /ft Mot = 39x11.5x9.0+52x11.5x18.0 + 0 x (12 "2) / 2 = 14816 + 0 = I 14816 Ift"lbs Weight(osf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft "Ibs) 6 Mres= 8.0 x 17 x 11.5 x 5.75 8993 Wall 15.0 x 4 x 11.5 x 5.75 3968 Roof 15.0 x 4 x 11.5 x 5.75 3967.5 Floor Weight(lbs.) Arm (ft) 200 x 11.5 2300 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 noint load #2 Mres= 8993 + 3968 + 3968 + 2300 + 0 + 0 Mres= I 19228 Ift "Ibs Use Simpson PHD2 -SDS3 Holdown H.D. = 14816 - (0.67)(19228) / 11.5 = I 168 Ilbs. W/ SSTB16 anchor bolt R 9570 SW Barbur Blvd Madison Res. Addition - gri suite One Hundred Project Name Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd flU)J Date 5/16/06 Page 7 of 18 Wall Level Upper fir . I S3 I 1St I Loads: level 1: 996.625 level 2: 925 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) " I;' V =I 1921.63 = 256 plf < 260 plf Use 15/32" APA rated sheathing 7.5 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 7.5 7.5 ft. total 2nd Level Shear = 123.33 lb /ft Critical Wall Length = 7.5 ft. 2nd Level PL Height = 18 ft. Wall Height = 9.0 ft. 1st Level Shear = 133 lb /ft Mot = 133x7.5x9.0 +123x7.5x18.0 + 0 x (8 2 = 25620 + 0 = I 25620 Ift*Ibs AeL Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft*lbs) Nir Mres= 8 x 17 x 7.5 x 3.75 3825 Wall 15.0 x 5 x 7.5 x 3.75 2109 Roof 15 x 4 x 7.5 x 3.75 1687.5 Floor Weight(lbs.) Arm (ft) 200 x 7.5 1500 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 3825 + 2109 + 1688 + 1500 + 0 + 0 Mres= I 9122 Ift*Ibs Use Simpson PHD2 -SDS3 Holdown H.D. = 25620 - (0.67)(9122) / 7.5 = I 2601 Ilbs. W/ SSTB16 anchor bolt Wall Level Upper flr I S4 1 1St I Loads: level 1: 996.625 level 2: 925 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y W ((wind) I V =1 1921.63 = 275 plf < 380 plf Use 15/32" APA rated sheathing 7 w/ 8d at 4" o.c. edges, 12" o.c. field Shearwall lengths: 7 7 ft. total 2nd Level Shear = 132.14 lb /ft Critical Wall Length = 7 ft. 2nd Level PL Height = 18 ft. Wall Height = 9.0 ft. 1st Level Shear = 142 lb /ft Mot = 142x7.0x9.0 +132x7.0x18.0 + 0 x (7 ^2) / 2 = 25620 + 0 = I 25620 Ift *Ibs Weight(psf) Trib Width (ft.t Length (ft.t Arm (ft) Mres (ft*lbs) Icr Mres= 8.0 x 17 x 7 x 3.5 3332 Wall 15.0 x 5 x 7 x 3.5 1838 Roof 15.0 x 4 x 7 x 3.5 1470 Floor Weight(lbs.) Arm (ft) 200 x 7 1400 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 3332 + 1838 + 1470 + 1400 + 0 + 0 Mres= I 8040 Ift *Ibs Use Simpson PHD2 -SDS3 Holdown H.D. = 25620 - (0.67)(8040) / 7.0 = I 2890 Ilbs. W/ SSTB16 anchor bolt • ' gri 9570 SW Barbur Blvd ) Madison Res. Addition Suite One Hundred Project Name Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 Q ENGINEERS Fax: 246 -1395 By CJM Ck'd ` Date 5/16/06 Page 0 of 18 Wall Level Upper flr S5 I 1st I Loads: level 1: 1163.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) - I V =I 1163.50 = 53 plf < 260 plf Use 15/32" APA rated sheathing 22 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 22 22 ft. total Critical Wall Length = 22 ft. Wall Height = 9.0 ft. 1st Level Shear = 53 lb /ft Mot = 53x22.0x9.0 +0x22.0x0.0 + 0 x (22 ^2) / 2 = 10472 + 0 = I 10472 Ift*lbs AL Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (flubs) 0 Mres= 8 x 9 x 22 x 11 17424 Wall 15.0 x 3 x 22 x 11 10890 Roof Weight(Ibs.) Arm (ft) 200 x 22 4400 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 17424 + 10890 + 0 + 4400 + 0 + 0 No Holdown Required Mres= I 32714 Ift"lbs H.D. = 10472 - (0.67)(32714) / 22.0 = I 0 Ilbs. F.S. = 3.12 Wall Level Upper flr I S6 I 1St I Loads: level 1: 2595.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) I V =I 2595.50 = 119 plf < 260 plf Use 15/32" APA rated sheathing 21.75 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 21.75 21.75 ft. total Critical Wall Length = 21.75 ft. Wall Height = 9.0 ft. 1st Level Shear = 119 lb /ft Mot = 119x21.8x9.0 +0x21.8x0.0 + 0 x (22 ^2) / 2 = 23360 + 0 = I 23360 Ift'Ibs AL Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft•Ibs) 0 Mres= 8 x 9 x 21.75 x 10.875 17030 Wall 15.0 x 10 x 21.75 x 10.875 35480 Roof Weight(lbs.) Arm (ft) 200 x 21.75 4350 Retum /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 17030 + 35480 + 0 + 4350 + 0 + 0 No Holdown Required Mres = I 56860 Ift•lbs H.D. = 23360 - (0.67)(56860) / 21.8 = I 0 Ilbs. F.S. = 2.43 illri 9570 SW Barbur Blvd Project Name Madison Res. Addition Suite One Hundred ) Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd.J Date 5/17/06 Page q of 18 Wall Level Upper fir . I S7 I 1St I Loads: level 1: 6175.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) • Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) _ I ;''' ° V =1 6175.50 = 284 plf < 380 plf Use 15/32" APA rated sheathing 21.75 w/ 8d at 4" o.c. edges, 12" o.c. field Shearwall lengths: 21.75 21.75 ft. total Critical Wall Length = 21.75 ft. Wall Height = 9.0 ft. 1st Level Shear = 284 lb /ft Mot = 284x21.8x9.0 +0x21.8x0.0 + 0 x (22 ^2) / 2 = 55580 + 0 = I 55580 Ift•Ibs .Ii. Weight(psf) Trib Width (ft.) Length (ft.1 Arm (ft) Mres (ft'Ibs) Nir Mres= 8.0 x 9 x 21.75 x 10.875 17030 Wall 15.0 x 10 x 21.75 x 10.875 35480 Roof Weight(lbs.) Arm (ft) 200 x 21.75 4350 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 17030 + 35480 + 0 + 4350 + 0 + 0 Mres= I 56860 Ift•Ibs Use Simpson PHD2 -SDS3 Holdown H.D. = 55580 - (0.67)(56860) / 21.8 = I 804 I lbs. W/ SSTB16 anchor bolt Wall Level Upper fir I S8 I 1St I Loads: level 1: 4743.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) 3goK1.4 V =1 4743.50 = 513 plf < 532 plf Use 15/32" APA rated sheathing 9.25 w/ 8d at 4" o.c. edges, 12" o.c. field Shearwall lengths: 9.25 9.25 ft. total Critical Wall Length = 9.25 ft. Wall Height = 9.0 ft. 1st Level Shear= 513 lb /ft Mot = 513x9.3x9.0 +0x9.3x0.0 + 0 x (9A2) / 2 = 42692 + 0 = I 42692 Ift•Ibs Adtrk Weight(psf) Trib Width (ft.) Length (ft.) Arm (ft) Mres (ft"lbs) Mres= 8 x 9 x 9.25 x 4.625 3080 Wall 15.0 x 4 x 9.25 x 4.625 2567 Roof Weight(lbs.) Arm (ft) 200 x 9.25 1850 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 3080 + 2567 + 0 + 1850 + 0 + 0 Mres= I 7497 Ift'Ibs Use Simpson PHD5 -SDS3 Holdown H.D. = 42692 - (0.67)(7497) / 9.3 = I 4072 I lbs. W /SSTB20 anchor bolt . COR J E 2 VIAr z►JG c kEe t E 17LaSti.25 297' * 47Las 3 $i)6/4 -- y 27 4 532 pIf use PF 3Ec__ E ' x tkAZ.Ls (8a1 Ar tr O.C.) 9570 SW Barbur Blvd Madison Res. Addition as Suite one Hundred Project Name Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd - 1 - /An„) Date 5/24/06 Page 10 of 18 Wall Level Upper fir I S9 1 1st I Loads: level 1: 2595.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y W I (wind) V =I 2595.50 = 68 plf < 260 plf Use 15/32" APA rated sheathing 38 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 13 25 38 ft. total Critical Wall Length = 13 ft. Wall Height = 9.0 ft. 1st Level Shear= 68 lb /ft Mot = 68x13.0x9.0 +0x13.0x0.0 + 0 x (13 ^2) / 2 = 7991 + 0 = I 7991 Ift`Ibs Atk Weight(psfl Trib Width (ft.l Lenoth (ft.) Arm (ft) Mres (ft 0 Mres= 8 x 9 x 13 x 6.5 6084 Wall 15.0 x 11 x 13 x 6.5 13943 Roof Weight(lbs.) Arm (ft) 200 x 13 2600 Return /Hdr. 0 x 0 0 point load #1 0 x 0 0 •oint load #2 Mres= 6084 + 13943 + 0 + 2600 + 0 + 0 No Holdown Required Mres = I 22627 Ift`Ibs H.D. = 7991 - (0.67)(22627) / 13.0 = I 0 Ilbs. F.S. = 2.83 Wall Level Upper flr I S10 I 1st I Loads: level 1: 2595.5 level 2: 0 Shearwall Type W G (1/2" gyp.) W (wood) GP (5/8" gyp.) SS (steel stud shearwalls) Seismic or Wind WI SE (Seismic) Concrete Anchorage? y WI(wind) I V =I 2595.50 = 176 plf < 260 plf Use 15/32" APA rated sheathing 14.75 w /8d at 6" o.c. edges, 12" o.c. field Shearwall lengths: 4 5.75 5 14.75 ft. total 2nd Level Shear = 0.00 lb /ft Critical Wall Length = 4 ft. 2nd Level PL Height = 18 ft. Wall Height = 9.0 ft. 1st Level Shear = 176 lb /ft Mot = 176x4.0x9.0 +0x4.0x18.0 + 0 x (4 ^2) / 2 = 6335 + 0 = I 6335 Ift`Ibs Atk Weight(osfl Trib Width (ft.l Length (ft.1 Arm (ftl Mres (ft`Ibs) Nr Mres= 8 x 17 x 4 x 2 1088 Wall 15.0 x 11 x 4 x 2 1320 Roof 15 x 0 x 4 x 2 0 Floor Weight(lbs.) Arm (ft) 200 x 4 800 Retum /Hdr. 0 x 0 0 point load #1 0 x 0 0 point load #2 Mres= 1088+ 1320 + 0 + 800 + 0 + 0 Mres= I 3208 Ift*lbs Use Simpson PHD2 -SDS3 Holdown H.D. = 6335 - (0.67)(3208) / 4.0 = I 1046 Ilbs. W/ SSTB16 anchor bolt eMoien 7i E c14"C,e i v - 532 /e/22, 26s? ‹ Z 600& uZ£ S1 1PsO'1 HS r�. 2t ,. � 6) loot QArL.5 9570 SW Barbur Blvd Madison Res. Addition AI Suite one Hundred Project Name Project # 060458 Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 �� ENGINEERS Fax: 246 -1395 By CJM Ck'd �(Ml Date 5/17/06 Page of 18 CONN. 6 76 x 2 /2 /g2 xZ9 = Q1 ?:Q2 el le' /14' IZ4(°•, 4 RL I g" — i 0 ' 750 USE Lr w16o) 111 C,-t tk RASE 130 2.16 A - 1.7 s - ( = 2 C,2; „2>2. 1 (o;, 2 0 E- 1.tSE1” 1 ANC tort µOt_DawtJ To FAST w / /y "0 goci Amp 2" pt ATE w� s/4ER C Ec GtI uL.1 = 3 72' 166 (TR 8 . ez ^^ / l2, 3E7Z - s $I 4. 12o3,,/O 6 st .5co P = l R p s � o K tusE 6r<84 ► DP" P / BADE Apk. ct-z ci Roe_ 1 -✓.4LL Sg I I 1 2072' i UI'LJF . . y 2 6 Z' - fb LO Mr = 74 97' Ib+E cy I?XISDx(3.67't5') ,25j uPLZt -�,0� L 12--- -3 cauc. ' , 13.67' x 3 k 1 4 2 " I so k 16 7 = 31 1 1 - 14 X 0 =y 9832' - -16 l• + 7 A = a - ) 9 5 Mn = GS 283 I6 > y4,32'- 1b j tAS goT) = 1.3 9570 SW Barbur Blvd 060458 Madison Res. Addition Project # -dirt Suite One Hundred Project Name rojec _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd - 0,4A,J Date 5/16/06 Page 12. of 18 Shearwall Deflection Calculation (t c PPE4Z. F(..o . ( q) Shearwall Properties v= Miglifi lbs. /ft. Maximum shear at top of wall h= t} p n, ft. Wall height Elastic Modulus of boundary element (vertical E= �.e ®e�� psi ry member at shearwall boundary) i i— in Area of boundary element (vertical member at A= ,::-...,A. .. „, shearwall boundary) b= E y 7 7 ft. Shearwall len.th G= ,. t ,Q41410 _ psi Modulus of rigidity of plywood. +:i_ T e ` I *2 = in Nail deformation. t= c in Effective plywood thickness. A + +0.791g, +Anchor�Bolt Slip EAb Shearwall b Gt Deflection Wall Shear /ft., V 8 vh 3 ' 1 1 EAb = 0.02268 i 1 1 1 i 1 i vh 1 1 0.1033557 ' I Gt 1 ' 1 i 1 1 1 1 0.75 he „ = 0.1485 I 1 i 1 I 1 1 Shearwall ' Deflection = I I 0.27 inches b h-- SHEARWALL ELEVATION AI 9570 SW Barbur Blvd Proj ect Name Madison Res. Addition Pro ect # - Suite One Hundred 1 060458 _ Portland, OR 97 219 -5 412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 - 1250 ? ENGINEERS Fax: 246 -1395 By CJMM j 1 Ck'ditt, Date 5/16/06 Page 13 of 18 • Shearwall Deflection Calculation (L01 F cliz) (6-0 Shearwall Properties v= lbs. /ft. Maximum shear at top of wall h= °!i: � ° . ft. Wall height E= [yikileil Elastic Modulus of boundary element (vertical E_ psi member at shearwall boundary) pad 2 Area of boundary element (vertical member at A= , in shearwall boundary) b = t , , ft. . Shearwall len.th G= ° e s 1;1 psi Modulus of rigidity of plywood. en I► , . in. Nail deformation. J . t= , f t , ° • ' in. Effective plywood thickness. _ 8vh3 + vh +0.74ien +AnchorBoltSlip Shearwall EAb Gt Deflection Wall Shear /ft., V 8 v 3 _ 1 EAb 0.0044813 1 1 I I I I vh � 1 = 0.047651 1 1 Gt _c I I I 1 I I I 0.75 he = 0.0675 it 1 I 1 1 I 1 Shearwall 1 Deflection = I 0.12 inches b SHEARWALL ELEVATION TOTAL S i-IF/, 12._.._ AT TOP ' 0, J Z r (3. 27 = 0. 3 4 PP -t5vID 2 .' 4 4.6z=. . at 9570 SW Barbur Blvd Suite One Hundred Project Name Madison Res. Addition Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJNI Ck'd - aLJ Date 5/16/06 Page Iy of 18 BENDING and AXIAL COMPRESSION OF WOOD STUD WALLS [uniform load unless input M(strong)] Column Description: 114' tall 2x6 studs @ 24" o.c. Stud Size = 1.5 x 5.5 - 'd2' X uniform w = 0.0264 k/ft height (1„) = 14 feet lu/d2 = 30.55 le = 25.76 'dl' M (strong) = 7.76 in k COMPRESSION f (strong) = 1.03 ksi le (d2) = 2.060u) [if lu/d2 <7] 28.84 p = 0.64 kips = 1.63(lu) + 3(d2) [if 7 <lu/d2 <14.3] 24.195 dl = 1.5 inches f 0.08 ksi = 1.84(1u) [iflu/d2 >14.3] 25.76 d2 = 5.5 inches Ke1 = 1.00 11 = 0.5 feet Keg = 1.00 12 = 14 feet lel = (Kel)(11) = 0.50 Cd (vert.) = 1.15 let = (Ke2)(12) = 14.00 Combined = 0.03 + 0.56 Cd (horz.) = 1.6 lel /d1 = 4.00 = 0.59 (Compression) CF = 1.1 le2 /d2 = 30.55 F = 1.3 ksi F = 1.6445 ksi Fce = 0.51 ksi [ 1+ (Fce /Fc *)] /2(c) = 0.82 Kee = 0.30 (0.3 for machine & visually graded) C = 0.29 (Fce/Fc*)/c = 0.39 (0.418 for machine stress rated & Glue lams) F: = 0.48 ksi c = 0.8 (0.8 sawn lumber) Stud spacing = 24.00 in (0.85 round timber piles) Wind pressure = 13.2 psf (0.9 glue lam timber) Stud height = 14 ft BENDING Vertical load = 320 plf Fb (strong) = 1.035 ksi (includes Cr) A = 0.69 in L/ 245 Fb (strong) = 2.1528 ksi Rb = 27.49 [ 1 +(Fbe /Fb *)]/1.9 = 0.75 Kbe = 0.438 (0.438 for machine & visually graded) Fb = 0.93 ksi (Fbe /Fb *)/0.95 = 0.45 (0.609 for machine stress rated & Glue lams) C = 1.00 E = 1.6 x 1000 ksi Fe (strong) = 2.15 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 . ir 9570 SW Barbur Blvd Project Name Madison Res. Addition Project # Suite One Hundred 1 060458 1M Suite OR 97219-5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd( Date 5/16/06 Page !S of 18 BENDING and AXIAL COMPRESSION OF WOOD STUD WALLS [uniform load unless input M(strong)] Column Description: 1(3) 14' tall 2x6 studs I Stud Size = 4.5 x 5.5 'd2' uniform w = 0.0924 k/ft height (l = 14 feet 1u/d2 = 30.55 le = 25.76 'dl' M (strong) = 27.17 in k COMPRESSION f (strong) = 1.20 ksi le (d2) = 2.06(1u) [if lu/d2 <7] 28.84 p = 0.48 kips = 1.63(1u) + 3(d2) [if 7 <lu/d2 <14.3] 24.195 dl = 4.5 inches f = 0.02 ksi = 1.84(1u) [if lu/d2 >14.3] 25.76 d2 = 5.5 inches Kel = 1.00 11 = 0.5 feet Ke2 = 1.00 12 = 14 feet lel = (Kel)(11) = 0.50 Cd (vert.) = 1.15 le2 = (Ke2)(12) = 14.00 Combined = 0.00 + 0.58 Cd (horz.) = 1.6 lel /dl = 1.33 = 0.58 (Compression) CF 1.1 le2/d2 = 30.55 F = 1.3 ksi F = 1.6445 ksi Fce = 0.51 ksi [1+ (Fce /Fc *)] /2(c) = 0.82 Kee = 0.30 (0.3 for machine & visually graded) C = 0.29 (Fce/Fc*)/c = 0.39 (0.418 for machine stress rated & Glue lams) F: = 0.48 ksi c = 0.8 (0.8 sawn lumber) Stud spacing = 12.00 in (0.85 round timber piles) Wind pressure = 92.4 plf (0.9 glue lam timber) Stud height = 14 ft BENDING Vertical load = 480 lb Fb (strong) = 1.035 ksi (includes Cr) A = 0.80 in L/ 210 Fb (strong) = 2.1528 ksi Rb = 9.16 [1 +(Fbe /Fb *)]/1.9 = 2.57 Kb = 0.438 (0.438 for machine & visually graded) Fbe = 8.35 ksi (Fbe /Fb *)/0.95 = 4.08 (0.609 for machine stress rated & Glue lams) C = 1.00 E= 1.6 x 1000 ksi Fe (strong) = 2.15 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 . dir 9570 SW Barbur Blvd Suite One Hundred Project Name Madison Res. Addition Project # 060458 _ Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd tY(,j Date 5/16/06 Page /6, of 18 BENDING and AXIAL COMPRESSION OF WOOD STUD WALLS [uniform load unless input M(strong)1 Column Description: 110', tall 2x4 studs @ 16" o.c. I Stud Size = 1.5 x 3.5 'd2' uniform w = 0.0176 k/t1 height (l") = 10 feet lu/d2 = 34.29 le = 18.4 'dl' M (strong) = 2.64 in k COMPRESSION f (strong) = 0.86 ksi le (d2) = 2.06(Iu) [if lu/d2 <7] 20.6 p = 0.9067 kips = 1.63(1u) + 3(d2) [if 7 <lu/d2<14.3] 17.175 dl = 1.5 inches f = 0.17 ksi = 1.84(1u) [if lu/d2 >14.3] 18.4 d2 = 3.5 inches Kel = 1.00 11 = 0.5 feet Ke2 = 1.00 12 = 10 feet lel = (Kel)(11) = 0.50 Cd (Vert•) = 1.15 le2 = (Ke2)(12) = 10.00 Combined = 0.20 + 0.60 Cd (horz.) = 1.6 lel /dl = 4.00 = 0.80 (Compression) CF= 1.15 le2/d2 = 34.29 F = 1.3 ksi Fc = 1.7193 ksi Fce = 0.41 ksi [ 1+ (Fce /Fc *)] /2(c) = 0.77 K = 0.30 (0.3 for machine & visually graded) C, = 0.22 (Fce /Fc *) /c = 0.30 (0.418 for machine stress rated & Glue lams) F = 0.39 ksi c = 0.8 (0.8 sawn lumber) Stud spacing = 16.00 in (0.85 round timber piles) Wind pressure = 13.2 psf (0.9 glue lam timber) Stud height = 10 ft BENDING Vertical load = 680 plf Fb (strong) = 1.035 ksi (includes Cr) A = 0.46 in U 260 Fb (strong) = 2.484 ksi Rb = 18.53 [1 +(Fbe /Fb *)]/1.9 = 0.96 Kbe = 0.438 (0.438 for machine & visually graded) Fbe = 2.04 ksi (Fbe /Fb *)/0.95 = 0.86 (0.609 for machine stress rated & Glue lams) C = 1.00 E = 1.6 x 1000 ksi Fb' (strong) = 2.48 ksi (Bending) CF = 1.5 TABLE 4A for members smaller than 5x5 9570 SW Barbur Blvd Project Name Madison Res. Addition Project # i Suite One Hundred 1 060458 Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CM Ck'd s tlitA3 Date 5/16/06 Page )7 of 18 BENDING and AXIAL COMPRESSION OF WOOD STUD WALLS [uniform load unless input M(strong)] Column Description: 110' tall 6x4 post at garage doors ` I Stud Size = 5.5 x 3.5 'd2' uniform w = 0.0726 loft height (10 = 10 feet lu/d2 = 34.29 le = 18.4 'dl' M (strong) = 10.89 in k COMPRESSION f (strong) = 0.97 ksi le (d2) = 2.06(1u) [if lu/d2 <7] 20.6 p = 2.72 kips = 1.63(1u) + 3(d2) [if 7 <lu/d2 <14.3] 17.175 dl = 5.5 inches f = 0.14 ksi = 1.84(1u) [if lu/d2 >14.3] 18.4 d2 = 3.5 inches Kel = 1.00 11 = 0.5 feet Ke2 = 1.00 12 = 10 feet lel = (Kel)(11) = 0.50 Cd (vert.) = 1.15 le2 = (Ke2)(12) = 10.00 Combined = 0.13 + 0.75 Cd (horz.) = 1.6 lel /d1 = 1.09 = 0.89 (Compression) CF 1.1 le2/d2 = 34.29 F = 1.3 ksi Fc = 1.6445 ksi Fce = 0.41 ksi [ 1+ (Fce /Fc *)] /2(c) = 0.78 Kee = 0.30 (0.3 for machine & visually graded) C = 0.23 (Fce /Fc *) /c = 0.31 (0.418 for machine stress rated & Glue lams) F: = 0.38 ksi c = 0.8 (0.8 sawn lumber) Stud spacing = 12.00 in (0.85 round timber piles) Wind pressure = 72.6 plf (0.9 glue lam timber) Stud height = 10 ft BENDING Vertical load = 2720 lb Fb (strong) = 0.945 ksi (includes Cr) A = 0.52 in L/ 231 Fb (strong) = 1.9656 ksi Rb = 5.05 [1 +(Fbe /Fb *)]/1.9 = 7.87 Kbe = 0.438 (0.438 for machine & visually graded) Fbe = 27.43 ksi (Fbe /Fb *)/0.95 = 14.69 (0.609 for machine stress rated & Glue lams) C = 1.00 E = 1.6 x 1000 ksi Fe (strong) = 1.97 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 9570 SW Barbur Blvd Project Name Madison Res. Addition Project # Suite One Hundred 1 060458 Portland, OR 97219 -5412 Location 9033 SW Mountain View Ln., Tigard, OR MILLER Client Jeff Madison CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By CJM Ck'd titAki Date 5/16/06 Page /8 of 18 USAN MADISON P1 AN :MADISON GARAGE 0 " 8\1F2 PITCH HARDWARE: 16" TAILS ,I' 16 -0 -0 X / 2X4 TQP PLATE J L24 =JACKS �," 'SKH26R =D1 -2 2X+4 /LLS SKH28R =B3 -4 X 13 -0 -0 X "°� 34 4 ) - X I I .III I ! 'a 1 ,1 < k- h.= A — . c9 , t i / to N _�_ N -� , I i / / / / , / , / / / ry c., �--� Mr Mill . 1 ill Hy-D , , „,. Is! 2 :..1 , r . _. 9 9 X X JIiII1I X -w allf∎_ � / / X '∎ 16 -0 -0 3 ` 9 ' 1 3 Roof Loading Account: Prepaid Accounts Oregon Truss TC Live: 25.00 psf Job: 605061 PRE O REGON P.O. Box 5787 TC Dead: 7.00 psf Designer: Robert Morfitt Salem OR 97304 -5787 BC Live: 0.00 psf Checker: /TRUSS BC Dead: 10.00 psf Date: 05 -30 -06 – We're Better Phone: 503 581 8787 TC Stress Inc: 15.00 FAX: 503 399 8787 BC Stress Inc: 15.00 Spacing: 2- 0- 0 o.c. . — – Job Mark Quan Type Span Pl -H1 Left OH Right OH Engineering 605061PRE A 6 TR 260000 8 1 4 0 1 4 0 T06053301 U# J#605061PRE I 454= HO 4 -7 H HO 4 -7 This truss is NOT symmetric. Proper orientation Is essential. e 3x41 1.5x4// 9 -10 -14 P G 9 -0 -7 3z4- 3x4= A C H E 81 D 1.5x4// 354- 3x5= 3x4- Cant:4- 0- 0 r W ri :308 W:308 R:1369 R: 995 or U: 199 U: 830e CO CO Si .11.• r IC '' 6 -8 -7 6 -3 -9 6 -3 -9 6 -8 -7 ^" 6 26 -0 -0 B ALL PLATES ARE LOCK20 Scale: 0.221" = 1' Robbins Engineering, Inc. /Online Plus= APPROX. TRUSS WEIGHT: 177.5 LBS H -E 0.25 436 T 0.02 0.23 Trusses Manufactured by: E -S1 0.26 524 T 0.03 0.23 Oregon Truss Online Plus -- Version 19.0.028 81 -D 0.43 524 T 0.03 0.40 Analysis Conforms To: RUN DATE: 26- MAY -06 D -C 0.46 948 T 0.06 0.40 ANSI /TPI 95 t 02 Webs OH Loading CSI -Size- - - -- Lumber - - -- H -F 0.64 1313 C Soffit paf 2.0 TC 0.54 2x 4 HF16F1.5 F -E 0.08 225 T Design checked for 10 psf non - BC 0.46 2x 4 HF16F1.5 E -B 0.04 112 T 1 Br concurrent LL on BC. WB 0.64 2x 4 SSTG B -D 0.30 590 T Wind Loads - ANSI / ASCE 7 -02 D -G 0.16 369 C Truss is designed as a Main Brace truss as follows: Wind -Force Resistance System. O.C. From To TL Defl -0.22" in D -C L/999 Wind Speed: 95 mph TC Cont. 0- 0- 0 26- 0- 0 LL Defl -0.10" in D -C L/999 Mean Roof Height: 15 -0 BC Cont. 0- 0- 0 26- 0- 0 LL Cant -0.03" in A -H L/999 Exposure Category: C WE 1 rows CLB on E -B Shear // Grain in A -F 0.31 Occupancy Factor : 1.00 Attach CLB with (2) -10d nails Building Type: Enclosed at each web. Plates for each ply each face. Zone location: Exterior PLATING CONFORMS TO UBC. TC Dead Load : 4.0 psf Loading Live Dead (psf) PLATE VALUES BASED ON ICBO BC Dead Load : 6.0 psf TC 25.0 7.0 APPROVAL #4994, FOR ROBBINS Max comp. force 1313 Lbs BC 0.0 10.0 ENGINEERING, INC. GRIP Quality Control Factor 1.25 Total 25.0 17.0 42.0 VALUES BASED ON DOUG -FIR AND Spacing 24.0" HEM -FIR LMBR (GROSS AREA TEST) FABRICATOR NOTES: Lumber Duration Factor 1.15 Plate - LOCK 20 Ga, Gross Area 1. If overhangs are specified, Plate Duration Factor 1.15 Plate - RBS 20 Ga, Gross Area this design may be built TC Fb=1.15 Fc=1.10 Ft =1.10 Jt Type Plt Size X Y JSI with or without overhangs. BC Fb=1.10 Fc =1.10 Ft =1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.82 F LOCK 3.Ox 4.0 Ctr Ctr 0.93 B LOCK 4.0x 4.0 Ctr Ctr 0.69 Truss Design Engineer. Thomas A. Alban/ Plus 6 Wind Load Case (s) G LOCK 1.5x 4.0 Ctr Ctr 0.51 Li se S' 16222PE Plus 1 UBC LL Load Case (s) C LOCK 3.Ox 4.0 Ctr Ctr 0.82 Address: P.O. Box 280055, Tampa FL 33682 B LOCK 1.5x 4.0 Ctr Ctr 0.68 Jt React Uplft Size Req'd E LOCK 3.0x 4.0 Ctr Ctr 0.48 ,, ► '#• Lbs Lbs In -Sx In -Sx Si LOCK 3.Ox 5.0 Ctr Ctr 0.94 �y - H 1370 200 3- 8 2- 1 D LOCK 3.Ox 4.0 Ctr Ctr 0.52 ` ` j � Hz = -166 ss f , ♦ C 995 83 3- 1-10 i = Hz = 167 REVIEWED BY: Robbins Engineering, Inc. Membr CSI P Lbs Axl- CSI -Bnd PO Box 280055 Top Chords Tampa, FL 33682 ' `r, # ;4 t]N A -F 0.54 319 T 0.06 0.48 pf3 F -B 0.48 627 C 0.00 0.48 REFER TO ROBBINS ENG. GENERAL 1 b : • . t' B -G 0.43 954 C 0.00 0.43 NOTES AND SYMBOLS SHEET FOR '+L' 4S A. ■4' G -C 0.43 1126 C 0.00 0.43 ADDITIONAL SPECIFICATIONS. Bottom Chords a' A -H 0.33 254 C 0.00 0.33 NOTES: ,fi1I 1Ct Robbins Engineering, Ins/Only Ph& 0 19862006 Version 18.0.028 E.Ulnee 01 • Portrait 5202006 11:18:48 AM Pepsi Date Sealed: 5/26/2006 . Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE A-ST 15 AT1 260000 8 1- 4 - 0 1- 4 - 0 T06053301 U# J #605061PRE 4x4= HO 4-7 B Bo 4 -7 3x44 3x4J [ This truss is NOT symmetric 8 _ H Proper orientation is essential. •410M0mMMesMs. e � 9 - 10 - 14 4x4% Sz4 / F I 9 -0 -7 45= axs= A C /1=i J B 131 D 1.5x4// 6z6= 6z8= 3x5= Cant:4- 0- 0 r W ri :508 W:508 R:1808 R:1276 ow U: 431 U: 2403e CO l SL CO m TC '""r 5 -10 -14 L 5 -3 -0 11-10-211-10-21 5 -3 -0 1 5 -10 -14 .4.4 BC 4 -2 -12 12 -9- I 12 -0 -0 I 7 -0 -0 26 -0 -0 B ALL PLATES ARE LOCK20 Scale: 0.221" = 1' Robbins Engineering, Inc. /Online Pluee APPROX. TRUSS WEIGHT: 198.8 LBS H -I 0.70 1700 C 0.04 0.66 ADDITIONAL SPECIFICATIONS. I -C 0.50 1768 C 0.02 0.48 Online Plus -- Version 19.0.028 Bottom Chords DES RUN DATE: 26- MAY -06 A -J 0.13 273 C 0,00 0.13 Trusses Manufactured by: J -E 0.75 623 T 0.03 0.72 Oregon Truss CSI -Size- - - -- Lumber - - -- E -81 0.76 860 T 0.04 0.72 Analysis Conforms To: TC 0.92 2x 4 HF16F1.5 Sl -D 0.81 860 T 0.13 0.68 ANSI /TPI 95 6 02 BC 0.76 2x 6 DFL -2401 D -C 0.65 1484 T 0.13 0.52 OH Loading ER S1 -C 2x 6 HF - 42 Webs Soffit paf 2.0 WB 0.72 2x 4 SSTG J -F 0.72 2180 C Design checked for 10 psf non- F -E 0.50 991 T Concurrent LL on BC. Brace truss as follows: E -G 0.12 328 T Wind Loads - ANSI / ASCE 7 -02 O.C. From To G -H 0.26 875 C Truss is designed as a Main TC Cont. 0- 0- 0 26- 0- 0 H -D 0.52 1039 T Wind -Force Resistance System. BC Cont. 0- 0- 0 26- 0- 0 D -I 0.12 395 C Wind Speed: 85 mph Mean Roof Height: 15 -0 Loading Live Dead (psf) TL Defl - 0.46" in E -S1 L/549 Exposure Category: C TC 25.0 7.0 LL Defl - 0.37" in H -211 L/684 Occupancy Factor : 1.00 BC 0.0 10.0 LL Cant - 0.08" in A -J L/577 Building Type: Enclosed Total 25.0 17.0 42.0 Shear // Grain in E -S1 0.49 Zone location: Exterior ' Spacing 24.0" TC Dead Load : 4.0 psf Lumber Duration Factor 1.15 Plates for each ply each face. BC Dead Load : 6.0 psf Plate Duration Factor 1.15 PLATING CONFORMS TO UBC. Max comp. force 2180 Lbs TC Fb=1.00 Fc =1.00 Ft =1.00 PLATE VALUES BASED ON ICBO Quality Control Factor 1.25 BC Fb =1.00 Fc =1.00 Ft =1.00 APPROVAL #4994, FOR ROBBINS ENGINEERING, INC. GRIP FABRICATOR NOTES: Load Case # 1 Standard Loading VALUES BASED ON DOUG -FIR AND 1. If overhangs are specified, Lumber Duration Factor 1.15 HEM -FIR LM BR (GROSS AREA TEST) this design may be built Plate Duration Factor 1.15 Plate - LOCK 20 Ga, Gross Area with or without overhangs. plf - Live Dead From To Plate - RHS 20 Ga, Gross Area TC V 50 14 0.0' 26.0' Jt Type Plt Size X Y JSI BC V 0 20 0. 0' 26.0' A LOCK 4. Ox 5. 0 Ctr Ctr 0.63 Truss Design Engineer: Thomas A. Albani BC V 60 0 7.0' 19.0' F LOCK 4.Ox 4. 0- 0.4 -0. 0.99 License 4: 1222PE G LOCK 3.Ox 4.0 0.4 0.3 0.84 Aress: P.O. Box 280055, Tampa, FL 33682 B LOCK 4.0x 4. Ctr -1. 0. 55 - Plus 6 Wind Load Case(s) B LOCK 3.Ox 4.0 -0.4 0.3 0.84 a l� • Plus 1 USC LL Load Case(s) I LOCK 1.5x 4.0 Ctr Ctr 0.51 yi 1 C LOCK 4.Ox 5.0 Ctr Ctr 0.63 ` [1t 'A Jt React Uplft Size Req'd J LOCK 1.5x 4.0 Ctr Ctr 0.87 ((( Lbs Lbs In -Sx In -Sx E LOCK 6.Ox 6.0 0.2 -0.9 0.75 •• t62 f' J 1809 432 5- 8 1 -11 S1 LOCK 6.Ox 8.0 Ctr 0.2 0.98 Hz = -164 D LOCK 3.Ox 5.0 -0.2 Ctr 0.74 C 1277 240 5- 8 2- 2 - Hz = 166 * a i to N REVIEWED BY: ` Membr CSI P Lbs Axl- CSI -Bnd Robbins Engineering, Inc. ill? rr�7 Top Chords PO Box 280055 A -F 0.34 320 T 0.03 0.31 Tampa, FL 33682 , 4 S A ��„ - F -G 0.92 1032 C 0.00 0.92 !r G -8 0.92 125 C 0.00 0.92 REFER TO ROBBINS ENG. GENERAL B -H 0.44 81 T 0.00 0.44 NOTES AND SYMBOLS SHEET FOR 'J S II97 Robbins Engineering, IncJOnane P4a '. 0 1998 -2008 Version 18.0 028 Engineering - Portrait 6/262008 1128:46 AM Page 1 Date Sealed: 5/26/2006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE AG 1 TR 260000 8 1- 4- 0 1- 4- 0 T06053301 U# J #605061PRE 6x8= HO 4 -7 B BO 4 -7 Th is tru is NO tr ic. Proper oraentation ssential. 4x6. L 6x12: - 9 -10 -1 81- G 3x5. 9 -0 -7 M 4x5= 4x5= 4x5 = A C N F z K J 4x4', 5x711 S3 6x811 6x6= 3x511 Cant:4- 0- 0 5x5= W:308 ** W:308 R :5410 R:3845 oa U: 198 U: 84r, m co vim v� l SL m co B '''� 4 -0 -0 -30 -6 2 -10 -6 I 6 6-1-10 1 -1 -10 1 4 -1 -11 I 3 -11 -14 I 4-10-7 .« 26 -0 -0 D= ALL PLATES ARE LOCK20 Scale: 0.205' = 1' Robbins Engineering, Inc. /Online Plus*. APPROX. TRUSS WEIGHT: 246.4 LBS L -M 0.46 4678 C 0.28 0.18 NOTES AND SYMBOLS SHEET FOR M -C 0.69 5725 C 0.42 0.27 ADDITIONAL SPECIFICATIONS. Online Plus -- Version 19.0.028 Bottom Chords RUN DATE: 26- MAY -06 A -N 0.30 108 T 0.00 0.30 NOTES N -F 0.42 2987 T 0.12 0.30 Trusses Manufactured by: CSI -Size- - - -- Lumber - - -- F -S1 0.50 2987 T 0.12 0.38 Oregon Truss TC 0.69 2x 4 HF16F1.5 S1 -E 0.49 2987 T 0.12 0.37 Analysis Conforms To: BC 0.53 2x 8 SP -2400 E -K 0.53 3890 T 0.16 0.37 ANSI /TPI 95 i 02 NB 0.96 2x 4 SSTG R - 0.35 4772 T 0.19 0.16 OH Loading EX N -G 2x 4 HF16F1.5 J -C 0.38 4772 T 0.19 0.19 Soffit psf 2.0 EX E -B 2x 4 BF16F1.5 Webs Design checked for 10 psf non- N -G 0.66 5104 C 1 Br concurrent LL on BC. Brace truss as follows: F -G 0.96 1902 T Prevent truss rotation at all O.C. From To G -E 0.05 99 T bearing locations. TC Cont. 0- 0- 0 26- 0- 0 E -B 0.58 3615 T Wind Loads - ANSI / ASCE 7 -02 BC Cont. 0- 0- 0 26- 0- 0 E -L 0.44 1578 C 1 Br Truss is designed as a Main WB 1 rows CLB on N -G K -L 0.85 1669 T Wind -Force Resistance System. WB 1 rows CLB on E -L K -M 0.48 1121 C Wind Speed: 85 mph Attach CLB with (2) -l0d nails J -M 0.50 999 T Mean Roof Height: 15 -0 at each web. Exposure Category: C TL Defl - 0.24" in F -51 L/999 Occupancy Factor : 1.00 Loading Live Dead (psf) LL Defl -0.14" in F -61 L/999 Building Type: Enclosed TC 25.0 7.0 LL Cant 0.01" in A -N L/999 Zone location: Exterior BC 0.0 10.0 Shear // Grain in S1 -E 0,84 TC Dead Load : 4.0 psf Total 25.0 17.0 42.0 BC Dead Load : 6.0 pef Spacing 24.0" Plates for each ply each face. Max comp. force 5725 Lbs Lumber Duration Factor 1.15 PLATING CONFORMS TO UBC. Quality Control Factor 1.25 Plate Duration Factor 1.15 PLATE VALUES BASED ON ICBO TC Fb=1.00 Fc=1.00 Ft =1,00 APPROVAL 84994, FOR BOBBINS FABRICATOR NOTES: BC Fb=1.00 Fc=1.00 Ft=1.00 ENGINEERING, INC. GRIP 1. If overhangs are specified, VALUES RASED ON DOUG -FIR AND this design may be built Load Case 0 1 Standard Loading HEM -FIR LMBR (GROSS AREA TEST) with or without overhangs. Lumber Duration Factor 1.15 Plate - LOCK 20 Ga, Gross Area Plate Duration Factor 1.15 Plate - RES 20 Ga, Gross Area plf - Live Dead From To Jt Type Plt Size X Y JSI Truss Desi Eng g m Thoas A. Alban TC V 50 14 0.0' 26.0' A LOCK 4.Ox 5.0 Ctr Ctr 0.65 p b2 280055, Tampa FL 33682 BC V 0 20 0.0' 26.0' G LOCK 6.0x12.0- 0.8 -0.6 0.97 ddrtss BC V 300 204 4.1' B LOCK 6.0x 8.0 Ctr -1.5 0.84 75 51 26.0' L LOCK 4.Ox 6.0 0.8 -0.6 0.96 I * if • ;.a M LOCK 3.0x 5.0 Ctr Ctr 0.86 tea► � C LOCK 4.Ox 5.0 Ctr Ctr 0.99 t 6 Plus 6 Wind Load Case(s) C LOCK 4.Ox 5.0 Ctr Ctr 0.99 /.,.. Plus 1 UBC LL Load Case(a) N LOCK 4.Ox 4.0 Ctr Ctr 1.00 , +� F LOCK 5.Ox 7.0 Ctr-2.0 0.97 a ' 16 , ' Jt React Uplft Size Req'd Si LOCK 5.0x 5.0 Ctr Ctr 0.56 Lbs Lbs In -Sx In -Sx E LOCK 6.Ox 8.0 Ctr-1.9 0.99 N 5411 199 3- 8 4- 1 ** K LOCK 6.Ox 6.0 Ctr-0.6 0.99 Hz a -163 J LOCK 3.Ox 5.0 Ctr-1.1 0.72 C 3846 84 3- 8 3- 3 1 1 O ON Hz = 166 REVIEWED BY: i r etati Mambr CSI P Lbs Axl- CSI -Bnd Robbins Engineering, Inc. � �� Top Chords PO Box 280055 i f, 4,8 A N ti ' A -G 0.43 123 T 0.00 0.43 Tampa, FL 33682 G -B 0.68 3578 C 0.26 0.42 B -L 0.37 3560 C 0.10 0.27 REFER TO ROBBINS ENG. GENERAL " 4-. ` • a IRES 12/31107 f Robbins Enpneerng, IncJOnene Plus'. 01996 - 2008 Version 19..028 Engineering - PorM6 5!260006 11:38:49 AM Page 1 Date Sealed: 526/2006 Job Mark Quan Type Span Pl -Hl Left OH Right OH Engineering 605061PRE B 6 TR 260000 S 1- 4- 0 1- 4- 0 T06053301 U# J #605061PRE 4x4= 80 4 - B 80 4 -7 B 1.5x4 1.5z4/, P G 9 -10 -14 9 -0 -7 3x4= 3x4= A C H E 81 x 3 z1- 3z4= 34c W:308 W:308 R:1182 R:1182 oa O: 105 U: 105c. m SLI m .�1 TC 6 -8 -7 I 6 -3 -9 6 -3 -9 m BC 8 -9 -10 I 8 -( -12 I I B -9 -10 6-8-7 ..a 1 6 26 -0 -0 e> ALL PLATES ARE LOCE20 Scale: 0.719" = T Robbins Engineering, Inc. /Online Plus" APPROX. TRUSS 51268?: 168.2 LBa D -C 0.44 1219 T 0.08 0.36 Soffit psf 2.0 Webs Design checked for 10 psf non - Online Plus -- Version 19.0.028 F -E 0.16 372 C concurrent LL on BC. RUN DATE: 26- MAY -06 E -B 0.29 576 T Wind Loads - ANSI / ASCE 7 -02 B -D 0.29 576 T Truss is designed as a Main CSI -Size- - - -- Lumber - - -- D -G 0.16 372 C Wind -Force Resistance System. TC 0.45 2x 4 HF16F1.5 Wind Speed: 85 mph BC 0.44 2x 4 HF16F1.5 TL Defl -0.23" in A -E L/999 Mean Roof Height: 15 -0 WB 0.29 2x 4 SSTG LL Defl -0.11" in A -E L/999 Exposure Category: C Shear // Grain in A -F 0.31 Occupancy Factor : 1.00 Brace truss as follows: Building Type: Enclosed O.C. From To Plates for each ply each face. Zone location: Exterior TC Cont. 0- 0- 0 26- 0- 0 PLATING CONFORMS TO UBC. TC Dead Load : 4.0 psf BC Cont. 0- 0- 0 26- 0- 0 PLATE VALUES BASED ON ICBO BC Dead Load : 6.0 psf APPROVAL #4994, FOR ROBBINS Max comp. force 1451 Lbs Loading Live Dead (psf) ENGINEERING, INC. GRIP Quality Control Factor 1.25 TC 25.0 7.0 VALUES BASED ON DOUG -FIR AND BC 0.0 10.0 HEM -FIR LMBR (GROSS AREA TEST) FABRICATOR NOTES: Total 25.0 17.0 42.0 Plate - LOCK 20 Ga, Gross Area 1. If overhangs are specified, Spacing 24.0" Plate - RHS 20 Ga, Gross Area this design may be built Lumber Duration Factor 1.15 Jt Type Plt Size X Y JSI with or without overhangs. Plate Duration Factor 1.15 A LOCK 3.Ox 4.0 Ctr Ctr .85 TC Fb=1.15 Fc =1.10 Ft-1.10 F LOCK 1.5x 4.0 Ctr Ctr .51 BC Fb=1.10 Fc=1.10 Ft =1.10 B LOCK 4.Ox 4.0 Ctr Ctr .69 G LOCK 1.5x 4.0 Ctr Ctr .51 C LOCK 3.Ox 4.0 Ctr Ctr .85 Plus 6 Wind Load Case(s) E LOCK 3.Ox 4.0 Ctr Ctr .51 Plus 1 UBC LL Load Case(s) 31 LOCK 3.0x 4.0 Ctr Ctr .81 D LOCK 3.Ox 4.0 Ctr Ctr .51 Taus Dcsi�1 Engg�1'neer: Thomas A. Alban Jt React Uplft Size Req' d nse # 162 2P Lbs Lbs In - In - k��ress: ['.O. Box 250055, Tampa, FL 33682 A 1183 105 3- 8 1 -15 REVIEWED BY: �i � Hz = -166 Robbins Engineering, Inc. ' C 1183 105 3- 8 1 -15 PO Box 280055 y Hz = 167 Tampa, FL 33682 / 4 4,/ / .°P ' Membr CSI P Lbs Axl- CSI -Bnd REFER TO ROBBINS ENG. GENERAL Top Chords NOTES AND SYMBOLS SHEET FOR A -F 0.45 1451 C 0.01 0.44 ADDITIONAL SPECIFICATIONS. F -B 0.45 1280 C 0.01 0.44 4 ' f O B -G 0.45 1280 C 0.01 0.44 NOTES: �ti !! f It G -C 0.45 1451 C 0.01 0.44 Trusses Manufactured by: �.k . Bottom Chords Oregon Truss + CO N. A -E 0.44 1218 T 0.08 0.36 Analysis Conforms To: ' S A. N E -Si 0.41 799 T 0.05 0.36 ANSI /TPI 95 6 02 I Sl -D 0.41 799 T 0.05 0.36 OH Loading 4 - • , •ES 12l31/O7 - Robbins Erpreerin9, InoiOnIne Pls'• O 1999 - 2006 Version 19.0.026 Eryineenm - Portrait 5,26200E 11:38:49 AM Pege 1 Date Sealed 5/26/2006 Job Nark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061 PRE B 1 1 TR 140402 8 3- 8 -12 0 T06053301 U# J #605061PRE - 4x4. HO 1 -11 -10 B HO 6 -6 -8 \. 3x4% 32 S 3x44 F 9 -10 -14 9 -0 -7 1.5x4u H I �- R 3x4 - `^ � 3x4- I {25� I B Sl 3x4- 3x4- W:604 W:515 R: 856 R: 602 U: 79 U: 59 SL 4 -5 -13 TC 3 -8 -12 4 -3 -11 I 6 -3 -9 7 3 -8 -14 BC 6 - - 14 I 7 -1I -4 2- 4 -12 wa 14 -4 -2 '- 9- 3- 2 pr ALL PLATES ARE LOCE20 Scale: 0.240" = 1' Robbins Engineering, Inc. /Online Plus. APPROX. TRUSS WEIGHT: 137.7 LBS E -S1 0.36 182 T 0.01 0.35 ANSI /TPI 95 i 02 S1 -K 0.28 182 T 0.01 0.27 OH Loading Online Plus -- Version 19.0.028 Webs Soffit psf 2.0 RUN DATE: 26 MAY -06 I -H 0.04 95 C WindLd Excessive Left OH condition. I -F 0.38 626 C Max allowable length is CSI -Size- - - -- Lumber - - -- F -E 0.08 178 C 3- 7 -14. Support end or TC 0.25 2x 4 HF16F1.5 E -8 0.19 377 T provide level return. BE H -S2 2x 4 2400F2.0 B -K 0.19 465 C 1 Br Design checked for 10 paf non - BC 0.37 2x 4 HF16F1.5 K -J 0.39 109 C WindLd concurrent LL on BC. WB 0.39 2x 4 SSTG Wind Loads - ANSI / ASCE 7 -02 TL Defl - 0.22" in S1 -K L/717 Truss is designed as a Main Brace truss as follows: LL Defl -0.11" in S1 -R L/999 Wind -Force Resistance System. O.C. From To Shear // Grain in F -S2 0.25 Wind Speed: 85 mph TC Cont. 0- 0- 0 14- 4- 2 Mean Roof Height: 15 -0 BC Cont. 0- 0- 0 14- 4- 2 Plates for each ply each face. Exposure Category: C WB 1 rows CLB on B -K PLATING CONFORMS TO UBC. Occupancy Factor : 1.00 Attach CLB with (2) -10d nails PLATE VALUES BASED ON ICBO Building Type: Enclosed at each web. APPROVAL #4994, FOR ROBBINS Zone location: Exterior ENGINEERING, INC. GRIP TC Dead Load : 4.0 pef Loading Live Dead (psf) VALUES BASED ON DOUG -FIR AND BC Dead Load : 6.0 pat TC 25.0 7.0 HEM -FIR LMBR (GROSS AREA TEST) Max comp. force 626 Lba BC 0.0 10.0 Plate - LOCK 20 Ga, Gross Area Quality Control Factor 1.25 Total 25.0 17.0 42.0 Plate - RHS 20 Ga, Gross Area Spacing 24.0" Jt Type Plt Size R Y JSI FABRICATOR NOTES: Lumber Duration Factor 1.15 H LOCK 1.5x 4.0 Ctr Ctr 0.50 1. If overhangs are specified, Plate Duration Factor 1.15 F LOCK 3.Ox 4.0 Ctr Ctr 0.48 this design may be built TC Fb =1.15 Fc =1.10 Ft=1.10 S2 LOCK 3.Ox 4.0 Ctr Ctr 0.50 with or without overhangs. BC Fb =1.10 Fc=1.10 Ft =1.10 B LOCK 4.Ox 4.0 Ctr Ctr 0.55 J LOCK 1.5x 4.0 Ctr Ctr 0.50 I LOCK 3.Ox 4.0 Ctr Ctr 0.60 Truss Design En neer: Thomas A. Alban Plus 6 Wind Load Case(a) E LOCK 3.Ox 4.0 Ctr Ctr 0.37 L g- 1622 Plus 1 UBC LL Load Case (a) S1 LOCK 3.Ox 4.0 Ctr Ctr 0.53 Address: P.O. Box 280055, Tampa, FL 33682 K LOCK 3.Ox 4.0 Ctr Ctr 0.60 Jt React Uplft Size Req'd e1 •,# • . Lbs Lbs In In -Sx •a %1 I 856 80 6- 4 1- 8 REVIEWED BY: V f I Hz = -162 Robbins Engineering, Inc. •ffff . K 602 59 5 -15 1- 8 PO Box 280055 ':! r; Hz = 235 Tampa, FL 33682 Membr CSI P Lbs Axl- CSI -Bnd REFER TO ROBBINS ENG. GENERAL j Top Chords NOTES AND SYMBOLS SHEET FOR ■ I } V V • H -F 0.24 51 T 0.00 0.24 ADDITIONAL SPECIFICATIONS. hf F -S2 0.24 517 C 0.00 0.24 • . - 1 S S2 -B 0.25 408 C 0.00 0.25 NOTES: �� B -J 0.13 108 T 0.00 0.13 Trusses Manufactured by: it °41 A. r►\' Bottom Chords Oregon Truss • I -E 0.37 425 T 0.02 0.35 Analysis Conforms To: %•, , ES Robeins Erpinoe 1ng, Inc /O818e Plus"' 01996.2006 Veaion 190.028 Eiptneedrp - PoMit 528200611:38:40 AM Page 1 Date Sealed: 5/26/2006 Job Hark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE B2 1 SP 51106 8 3 -11 -15 0 T06053301 U# J #605061PRE BO 8 -4 -8 4x4- HO 5 -8 -12 a 2x4. E a r 1.5 D • 9 -0 -7 A C 2x4= 1.5x4II 1:604 1:515 E: 521 R: 249 0: 117 0: 169 y ILI 4 -9 -10 ,y TC I ` 3 -11 -15 4 -11 -8 1' BC 5 -11 -6 5 -11 -6 --- . ALL PLATES ARE LOCK20 Scale: 0.226' = 1' Robbins Engineering, Inc. /Online Plus" APPROX. TRUSS WEIGHT: 77.6 LES Bottom Chords Max allowable length is A -C 0.22 192 T 0.00 0.22 3- 7 -14. Support end or Online Plus -- Version 19.0.028 Webs provide level return. • RUN DATE: 26- MAY -06 A -D 0.28 190 C WindLd Design checked for 10 psf non - A -E 0.11 259 C 1 Br concurrent LL on BC. CSI -Size- - - -- Lumber - - -- C -E 0.68 204 T WindLd 1 Br Wind Loads - ANSI / ASCE 7 -02 TC 0.31 2x 4 2400F2.0 Truss is designed as a Main EX B -E 2x 4 HF16F1.5 TL Defl -0.11" in A -C L/520 Wind -Force Resistance System. BC 0.22 2x 4 BF16F1.5 LL Defl - 0.06" in A -C L/999 Wind Speed: 85 mph WB 0.68 2x 4 SSTG Shear // Grain in B -E 0.24 Mean Roof Height: 15 -0 Brace truss as follows: Plates for each ply each face. Exposure Category: 0 O.C. From To PLATING CONFORMS TO DEC. Occupancy ype 1.00 Building Type: E Enclosed TC Cont. 0- 0- 0 5 -11- 6 PLATE VALUES BASED ON ICBO Zone location: Exterior BC Cont. 0- 0- 0 5 -11- 6 APPROVAL #4994, FOR ROBBINS TC Dead Load : 4.0 psf WB 1 rows CLB on A -E ENGINEERING, INC. GRIP BC Dead Load : 6.0 psf WE 1 rows CLB on C -E VALUES BASED ON DOUG -FIR AND Max comp. force 259 Lbs Attach CLB with (2) -10d nails HEM -FIR LMBR (GROSS AREA TEST) Quality Control Factor 1.25 at each web. Plate - LOCK 20 Ga, Gross Area Plate - RBS 20 Gs, Gross Area FABRICATOR NOTES: Loading Live Dead (psf) Jt Type Plt Size X Y JSI 1. If overhangs are specified, TC 25.0 7.0 D LOCK 1.5x 4.0 Ctr Ctr 0.50 this design may be built BC 0.0 10.0 B LOCK 4.0x 4.0 Ctr -1.2 0.34 with or without overhangs. Total 25.0 17.0 42.0 E LOCK 2.Ox 4.0 Ctr Ctr 0.75 Spacing 24.0" A LOCK 2.0x 4.0 Ctr Ctr 0.75 Lumber Duration Factor 1.15 C LOCK 1.5x 4.0 Ctr Ctr 0.50 Plate Duration Factor 1.15 TC Fb =1.15 Fc =1.10 Ft =1.10 BC Fb =1.10 Fc =1.10 Ft =1 .10 REVIEWED BY : Truss Dew Engineer: Thomas A. Albani License #: 16222FE Robbins Engineering, Inc. Address: P.O. Box 280055, Tampa, FL 33682 PO Box 280055 ,e Plus 6 Wind Load Case(s) Tampa, FL 33682 41. # ■ i,, Plus 1 UBC LL Load Case(s) e ` REFER TO ROBBINS ENG. GENERAL f ` ♦ Jt React Uplft Size Req NOTES AND SYMBOLS SHEET FOR Lbs Lbs In -Sx In -Sx ADDITIONAL SPECIFICATIONS. 'he A 521 117 6- 4 1- 8 Hz = -209 NOTES: C 250 169 5 -15 1- 8 Trusses Manufactured by: Hz = 253 Oregon Truss ) I + ill i ON ` Analysis Conforms To: #1,. 1�" Membr CSI P Lbs Axl- CSI -Bud ANSI /TPI 95 & 02 V W : ' • 0 �` Top Chords OH Loading C' 443 h . 0 'V D -B 0.31 110 T 0.00 0.31 Soffit psf 2.0 tt B -E 0.20 113 T 0.00 0.20 Excessive Left OH condition. }• . E5 12/3147 1n7 - Robbins Engineering, IncJOnine Plus. P`. 1986.2006 Version 18.0.026 Engineering -Portrait 526200611:30:49 AM Page I Date Sealed: 5/26/2006 Job Mark Quan Type Span P1 -Hl Left OH Right OH Engineering 605061PRE B3 ' 1 TR 250115 8 1- 4- 0 0 T06053301 U# J #605061PRE -- 4x4_ HO 4 -7 B HO 11 -6 B 1.5x4■\ 3 :4. 9 -11 -0 r G 9 -0 -9 / ...., AIL 1.5x411 A H ® ®®®W _y I II a El p 3x4= II 3x1= 3x4= 3x4= W:308 R:1147 HGR or0: 102 R:1056 OD a: es 8L I o I 6 -8 -8 I 6-3-11 6 -3-11 I 5 -10 -1 8 9 -12 I 8 -4 -14 I 7 -11 -5 6 25 -1 -15 . N 1 ALL PLATES ARE LOCR20 Scale: 0.21 T' = 1' Robbins Engineering, Inc. /Online Plus. APPROX. TRUSS WEIGHT: 175.5 LBS E -S1 0.41 746 T 0.05 0.36 Oregon Truss S1 -D 0.42 746 T 0.05 0.37 Analysis Conforms To: Online Plus -- Version 19.0.028 D -I 0.44 1059 T 0.07 0.37 ANSI /TPI 95 & 02 RUN DATE: 26- MAY -06 Webs OH Loading F -E 0.16 372 C Soffit psf 2.0 CSI -Size- - - -- Lumber - - -- E -B 0.29 579 T Design checked for 10 psf non - TC 0.45 2x 4 HF16F1.5 B -D 0.23 459 T concurrent LL on BC. BC 0.44 2x 4 HF16F1.5 D -G 0.11 258 C Wind Loads - ANSI / ASCE 7 -02 WB 0.39 2x 4 SSTG G -I 0.39 1351 C 1 Br Truss is designed as a Main i -H 0.03 151 C WindLd Wind -Force Resistance System. Brace truss as follows: Wind Speed: 85 mph O.C. From To TL Defl - 0.23" in A -E L/999 Mean Roof Height: 15 -0 TC Cont. 0- 0- 0 25- 1 -15 LL Defl - 0.11" in D -I L/999 Exposure Category: C BC Cont. 0- 0- 0 25- 1 -15 Shear // Grain in A -F 0.31 Occupancy Factor : 1.00 WB 1 rows CLB on G -I Building Type: Enclosed Attach CLB with (2) -10d nails Plates for each ply each face. Zone location: Exterior at each web. PLATING CONFORMS TO UBC. TC Dead Load : 4.0 psf PLATE VALUES BASED ON ICBO BC Dead Load : 6.0 psf Loading Live Dead (psf) APPROVAL #4994, FOR ROBBINS Max comp. force 1390 Lbs TC 25.0 7.0 ENGINEERING, INC. GRIP Quality Control Factor 1.25 BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) FABRICATOR NOTES: Spacing 24.0" Plate - LOCK 20 Ga, Gross Area 1. If overhangs are specified, Lumber Duration Factor 1.15 Plate - REIS 20 Ga, Gross Area this design may be built Plate Duration Factor 1.15 Jt Type Plt Size X Y JSI with or without overhangs. TC Fb =1.15 Fc =1.10 Ft =1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.81 BC Fb =1.10 Fc =1.10 Ft =1.10 F LOCK 1.5x 4.0 Ctr Ctr 0.51 B LOCK 4.Ox 4.0 Ctr Ctr 0.68 G LOCK 3.Ox 4.0 Ctr Ctr 0.95 Truss Design Engineer Thomas A. Albani Plus 6 Wind Load Case (s) H LOCK 1.5x 4.0 Ctr Ctr 0.51 L��'tnse #. !62 2PE Plus 1 UBC LL Load Case (s) E LOCK 3.0x 4.0 Ctr Ctr 0.51 AaGress: P.O. B ox 280055, Tampa, FI. 33682 S1 LOCK 3.Ox 4.0 Ctr Ctr 0.80 / Jt React Uplft Size Req'd D LOCK 3.0x 4.0 Ctr Ctr 0.47 1 , '+e Lbs Lbs In -Sx In -Sx I LOCK 3.Ox 4.0 Ctr Ctr 0.89 A 1147 102 3- 8 1 -14 '' f + .'J , - Hz = -165 _ �� I 1057 89 3- 8 1 -12 REVIEWED BY: "' �' Hz = 174 Robbins Engineering, Inc. PO Box 280055 4 Membr CSI P Lbs Axl- CSI -Hnd Tampa, FL 33682 � 1 f # Top Chords � � A -F 0.45 1390 C 0.01 0.44 REFER TO ROBBINS ENG. GENERAL ifdlti q ((( vvM �j�� F -B 0.45 1218 C 0.01 0.44 NOTES AND SYMBOLS SHEET FOR B -G 0.43 1154 C 0.01 0.42 ADDITIONAL SPECIFICATIONS.G -H 0.43 58 T 0.01 0.42 AA� Bottom Chords NOTES: A -E 0.44 1167 T 0.08 0.36 Trusses Manufactured by: 4-. ' 1 /01 - Robbins Engineering, Inc.Onfe l Pl s= 0 1988 -2008 Version 19.0.025 Eag neertg - Portrait 509200811:38:50 AM Pape I Date Sealed: 5/26/2006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061 PRE B4 1 TR 190603 8 1- 4- 0 0 T06053301 U# J #605061PRE - 4 :4. HO 4 -7 E 80 4 -8 -9 8 1.5x4\\ 3x4. ir 9 -11 -0 9 -0 -9 3x4= \ Al A . I ® I 81 D l 1.5x411 II 3x4- 3 :4- 3x4. W:308 HOP R: 910 R: 819 0: 79 U: 72 SL 1 -7 -4 TC 1 -4 -. 6 -8 -8 6- - 1 6-6 -0 19 -6 -3 - ® Pid 6- 6- 3 0I ALL PLATES ARE LOCK20 Scale: 0 24r = 1' Robbins Engineering, Inc. /Online P1nsef APPROX. TRUSS WEIGHT: 146.3 LEIS E -S1 0.42 407 T 0.02 0.40 Analysis Conforms To: S1 -D 0.26 407 T 0.02 0.24 ANSI /TPI 95 6 02 Online Plus -- Version 19.0.028 D -I 0.24 167 T 0.00 0.24 OH Loading RUN DATE: 26- MAY -06 Webs Soffit psf 2.0 F -E 0.16 357 C Design checked for 10 psf non - CSI -Size- - - -- Lumber - - -- H -B 0.29 577 T concurrent LL on BC. TC 0.48 2x 4 HF16F1.5 B -D 0.17 390 C 1 Br Wind Loads - ANSI / ASCE 7 -02 BC 0.45 2x 4 HF16F1.5 D -H 0.27 539 T Truss is designed as a Main WB 0.32 2x 4 SSTG I -H 0.32 834 C WindLd Wind -Force Resistance System. Brace truss as follows: TL Defl -0.22" L/999 / Mean in A -E L Wind Roof Height: 15 -0 O.C. From To LL Defl -0.10" in A -E L/999 Exposure Category: C TC Cont. 0- 0- 0 19- 6- 3 Shear // Grain in A -F 0.31 Occupancy Factor : 1.00 BC Cont. 0- 0- 0 19- 6- 3 Building Type: Enclosed WB 1 rows CLB on B -D Plates for each ply each face. Zone location: Exterior Attach CLB with (2) -10d nails PLATING CONFORMS TO UBC, TC Dead Load : 4.0 psf at each web. PLATE VALUES BASED ON ICBO BC Dead Load : 6.0 psf APPROVAL #4994, FOR ROBBINS Max comp. force 972 Lbs Loading Live Dead (psf) ENGINEERING, INC. GRIP Quality Control Factor 1.25 TC 25.0 7.0 VALUES BASED ON DOUG -FIR AND BC 0.0 10.0 HEM -FIR LMBR (GROSS AREA TEST) FABRICATOR NOTES: Total 25.0 17.0 42.0 Plate - LOCK 20 Ga, Gross Area 1. If overhangs are specified, Spacing 24.0" Plate - RBS 20 Ga, Gross Area this design may be built Lumber Duration Factor 1.15 Jt Type Plt Size X Y JSI with or without overhangs. Plate Duration Factor 1.15 A LOCK 3.0x 4.0 Ctr Ctr 0.72 TC Fb=1.15 Fc=1.10 Ft =1.10 F LOCK 1.5x 4.0 Ctr Ctr 0.50 BC Fb=1.10 Fc =1.10 Ft =1.10 B LOCK 4.0x 4.0 Ctr Ctr 0.61 H LOCK 3.0x 4.0 Ctr Ctr 0.68 E LOCK 3.Ox 4.0 Ctr Ctr 0.51 Truss Design Engineer: Thomas R. Alban Plus 6 Wind Load Case(s) Sl LOCK 3.Ox 4.0 Ctr Ctr 0.98 L.[ense #A1 2222PE Plus 1 UBC LL Load Case(s) D LOCK 3.0x 4.0 Ctr Ctr 0.48 A�mess: p �• Box 280055, Tampa, FL 33682 I LOCK 1.5x 4.0 Ctr Ctr 0.54 Jt React Uplft Size Req'd e # • Lbs Lbs In-Sx In -Sx d e A 910 79 3- 8 1- 8 REVIEWED BY: T ' '1l Hz = -152 Robbins Engineering, Inc. fi I 82 0 72 3- 8 1- 8 PO Box 280055 Hz - 219 Tampa, FL 33682 ! M i embr CSI P Lbs Axl- CSI -Bnd REFER TO ROBBINS ENG. GENERAL o i .k ON ` Top Chords NOTES AND SYMBOLS SHEET FOR ff U A -F 0.41 972 C 0.00 0.41 ADDITIONAL SPECIFICATIONS. � '- , 1� - F -B 0.41 798 C 0.00 0.41 B -H 0.48 270 C 0.00 0.48 NOTES: � AS A . N \-- Bottom Chords Trusses Manufactured by: A -E 0.45 820 T 0.05 0.40 Oregon Truss i' e , ES 12/31037 Robbins Engineering, incJOnine Plus. 0 1996-2009 Verson 19.0.026 Erglnee,kg - Patina 526200611:36:50 AM Pagel Date Sealed: 5/262006 Job stark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE BS 1 TR 260000 8 1- 4 - 0 1- 4 - 0 T06053301 U# J#605061PRE 4 :4_ HO 4 -7 B HO 4 -7 8 1 . 5 x 4 \\ 1.5x4// 9 -10 -14 9 -0 -7 3x1- A l ` 3x E 61 D H 1- W II 3x4- 3x5= 3x1= W:308 "1,5x411 H:1129 e a: 108 co °c v. m SL co co +a p TC BC 6- 8 8 7 9 -1 J l 6-3 -9 _8 - 12 6 -3 -9 11-9 -I11 6-11-16 6 26 -0 -0 E. This truss is NOT symmetric. ALL PLATES ARE LOCx20 Proper orientation is essential. See • For Typical Gable Plate Size and Placement Scale: 0.218' = 1' Robbins Engineering, Inc. /Online Pluses APPROX. TRUSS WEIGHT: 204.7 LBS D -H 0.46 1042 T 0.15 0.31 Analysis Conforms To: H -C 0.46 1042 T 0.15 0.31 ANSI /TPI 95 & 02 Online Plus -- Version 19.0.028 Webs OH Loading RUN DATE: 26- MAY -06 F -E 0.16 368 C Soffit psf 2.0 E -B 0.30 597 T Design checked for 10 psf non - CSI -Size- - - -- Lumber - - -- B -D 0.18 369 T Concurrent LL on BC. TC 0.44 2x 4 HF16F1.5 D -G 0.16 365 C Refer to Gen Det 3 series for BC 0.48 2x 4 HF16F1.5 web bracing and plating. WB 0.30 2x 4 SSTG TL Defl - 0.21" in A -E L/999 Wind Loads - ANSI / ASCE 7 -02 LL Defl -0.10" in A -E L/999 Truss is designed as a Main Brace truss as follows: Shear // Grain in A -F 0.30 Wind -Force Resistance System. O.C. From To Wind Speed: 85 mph TC Cont. 0- 0- 0 26- 0- 0 Plates for each ply each face. Mean Roof Height: 15 -0 BC Cont. 0- 0- 0 26- 0- 0 PLATING CONFORMS TO UBC. Exposure Category: C PLATE VALUES BASED ON ICBO Occupancy Factor : 1.00 Loading Live Dead (psf) APPROVAL #4994, FOR ROBBINS Building Type: Enclosed TC 25.0 7.0 ENGINEERING, INC. GRIP Zone location: Exterior BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND TC Dead Load : 4.0 psf Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) BC Dead Load : 6.0 psf Spacing 24.0" Plate - LOCK 20 Ga, Gross Area Max comp. force 1364 Lbs Lumber Duration Factor 1.15 Plate - RHS 20 Ga, Gross Area Quality Control Factor 1.25 Plate Duration Factor 1.15 Jt Type Plt Size X Y JSI TC Fb=1.15 Fc =1.10 Ft =1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.82 FABRICATOR NOTES: BC Fb =1.10 Fc =1.10 Ft=1.10 F LOCK 1.5x 4.0 Ctr Ctr 0.51 1. If overhangs are specified, B LOCK 4.Ox 4.0 Ctr Ctr 0.69 this design may be built G LOCK 1.5x 4.0 Ctr Ctr 0.51 with or without overhangs. Plus 6 Wind Load Case(s) C LOCK 3.Ox 4.0 Ctr Ctr 0.82 Plus 1 UBC LL Load Case(s) E LOCK 3.Ox 4.0 Ctr Ctr 0.53 S1 LOCK 3.Ox 5.0 Ctr Ctr 0.79 Truss Design Engineer Thomas A. Albani Jt React Upift Size Req'd D LOCK 3.Ox 4.0 Ctr Ctr 0.48 Li nsek:16222PE Lbs Lbs In -Sx In -Sx Address: P.O. Box 280055, Tampa, FL 33682 A 1130 108 3- 8 1 -14 5 Gable studs to be attached Hz = -166 with 1.5x4.0 plates each end. tom +� Cont. Brg 19- 0- 1 to 26- 0- 0 • 1236 102 Hz = 167 REVIEWED BY: 4 Robbins Engineering, Inc. .6i/ f • Membr CSI P Lbs Axl- CSI -Bnd PO Box 280055 Top Chords Tampa, FL 33682 A -F 0.44 1364 C 0.01 0.43 F -B 0.44 1192 C 0.01 0.43 REFER TO ROHHZNS ENG. GENERAL t� 7 ON B -G 0.43 1072 C 0.01 0.42 NOTES AND SYMBOLS SHEET FOR G -C 0.43 1244 C 0.01 0.42 ADDITIONAL SPECIFICATIONS. Bottom Chords T is AS A. r A -E 0.48 1145 T 0.07 0.41 NOTES: E -S1 0.45 718 T 0.04 0.41 Trusses Manufactured by: Sl -D 0.27 718 T 0.10 0.17 Oregon Truss 4.1" RES 122131!07 Robbins Engineeneq, IncJOnine Pis" 019964006 Version 19.0.026 Engineering • Portrait 5/28/200111:39:50 AM Papa 1 Date Sealed: 5262006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE 1 C 7 TR 160000 8 0 0 T06053563 U# J #605061PRE 4x5= HO 4 -7 H HO 4 -7 • 8 1.5x4.1., 1.5x4% R r 5 -8 -7 3x4- 3x1= A C 11 D 3X6= W:308 W:308 A: 671 R: 671 0: 56 0: 56 TC 4 -2 -7 I 3 -9 -9 3 -9 -9 I 4 -2 -7 BC 8-6-0 I B -0 -0 EJ 'B 16 -0 -0 ALL PLATRS ARK LOCK20 Scale: 0351" = 1' Robbins xngineering, Inc. /Online Plus•' APPROX. TRUSS MRIGHT: 93.8 LBS Webs Wind -Force Resistance System. E -D 0.10 242 C Wind Speed: 85 mph Online Plus -- Version 19.0.028 D -B 0.22 447 T RUN DATE: 30- MAY -06 D -F 0.10 242 C Mean Roof Height: 15 -0 Exposure Category: C Occupancy Factor : 1.00 CSI -Size- - - -- Lumber - - -- TL Defl -0.12" in D -C L/999 Building Type: Enclosed TC 0.15 2x 4 HF16F1.5 LL Defl -0.06" in D -C L/999 Zone location: Exterior BC 0.37 2x 4 HF16F1.5 Shear // Grain in A -D 0.21 TC Dead Load : 4.0 psf WB 0.22 2x 4 SSTG BC Dead Load : 6.0 psf Plates for each ply each face. Max comp. force 844 Lbs Brace truss as follows: PLATING CONFORMS TO UBC. Quality Control Factor 1.25 O.C. From To PLATE VALUES BASED ON ICBO TC Cont. 0- 0- 0 16- 0- 0 APPROVAL #4994, FOR ROBBINS FABRICATOR NOTES: BC Cont. 0- 0- 0 16- 0- 0 ENGINEERING, INC. GRIP 1. If overhangs are specified, VALUES BASED ON DOUG -FIR AND this design may be built Loading Live Dead (psf) HEM -FIR LMBR (GROSS AREA TEST) with or without overhangs. TC 25.0 7.0 Plate - LOCK 20 Ga, Gross Area BC 0.0 10.0 Plate - RHS 20 Ga, Gross Area Total 25.0 17.0 42.0 Jt Type Plt Size X Y JSI Spacing 24.0" A LOCK 3.Ox 4.0 Ctr Ctr 0.66 Lumber Duration Factor 1.15 E LOCK 1.5x 4.0 Ctr Ctr 0.50 Plate Duration Factor 1.15 B LOCK 4.Ox 5.0 Ctr Ctr 0.51 TC Fb =1.15 Fc =1.10 Ft =1.10 F LOCK 1.5x 4.0 Ctr Ctr 0.50 BC Fb =1.10 Fc =1.10 Ft =1.10 C LOCK 3.Ox 4.0 Ctr Ctr 0.66 D LOCK 3.Ox 6.0 Ctr Ctr 0.48 Plus 6 Wind Load Case(s) Plus 1 UBC LL Load Case(s) REVIEWED BY: Truss Design Engineer: Thomas A. Albani Robbins Engineering, Inc. License N: 16222PE Jt React Uplft Size Req'd PO Box 280055 Address: P.O. Box 280055, Tampa, FL 33682 Lbs Lbs In -Sx In -Sx Tampa, FL 33682 A 672 56 3- 8 1- 8 40 '0. Hz = -95 REFER TO ROBBINS ENG. GENERAL � t u C 672 56 3- 8 1- 8 NOTES AND SYMBOLS SHEET FOR (:i f. 4 . Hz = 96 ADDITIONAL SPECIFICATIONS. "a f ZFi2 1 'p • Membr CSI P Lbs Axl- CSI -Bnd NOTES: Top Chords Trusses Manufactured by: A -E 0.15 844 C 0.00 0.15 Oregon Truss A A E -B 0.15 622 C 0.00 0.15 Analysis Conforms To: � . •.1. ON „ 4'''' B -F 0.15 622 C 0.00 0.15 ANSI /TPI 95 & 02 1 . F -C O Bottom4Chords 0.00 0.15 De concurrent e LL f on BC psf non- I ; 4 $ X �� A -D 0.37 711 T 0.04 0.33 Wind Loads - ANSI / ASCE 7 -02 !l D -C 0.37 711 T 0.04 0.33 Truss is designed as a Main t 4 ' •KS 12l31107 • Robbins Engineering. Inc /Onfne Pl s"' 0 1996.2006 Version 19.0.026 Erpinee(ry - Portrait 513000096:49:70 PM Pape I Date Sealed: 5/30/2006 Job Mark Quan Type Span P1. -H1 Left OH Right OH En 605061PRE CHI 1 DHP 160000 8 1- 4- 0 1- 4- 0 T06053563 U# J #605061PRE 4x4= 4x5= HO 4 -7 B C HO 4 -7 8 \11 5 -2 -14 4 -2 -10 3x4= 3x4- A D Y E 1.5 :40 3x4= ri W:308 W:308 R: 762 R: 762 U: 69 O: 69 SL 1 -7 -4 1 -7 -4 PC 1 -4 -0 6 -0 -0 l 4 -0 -0 I 6 -0 -0 1 -4 -0 BC 5 -10 -4 ( 4 -3 -8 I 5 -10 -4 © 16 - 0 - 0 9 ALL PLATES ARE LOCK20 Scale: 0.348" = 1' Robbins Engineering, Inc. /Online Plus' APPROX. TRUSS WEIGHT: 96.1 LBS A -F 0.23 650 T 0.09 0.14 Analysis Conforms To: F -E 0.20 647 T 0.09 0.11 ANSI /TPI 95 i 02 Online Plus -- Version 19.0.028 E -D 0.23 649 T 0.09 0.14 OH Loading RUN DATE: 30- MAY -06 Webs Soffit psf 2.0 F -B 0.07 202 T Design checked for 10 psf non - CSI -Size- - --- Lumber - - -- B -E 0.03 63 T concurrent LL on BC. TC 0.27 2x 4 HF16F1.5 E -C 0.07 199 T Wind Loads - ANSI / ASCE 7 -02 BC 0.23 2x 4 HF16F1.5 Truss is designed as a Main WB 0.07 2x 4 SSTG TL Defl - 0.06" in E -D L/999 Wind -Force Resistance System. LL Defl - 0.03" in E -D L/999 Wind Speed: 85 mph Brace truss as follows: Shear // Grain in A -B 0.24 Mean Roof Height: 15 -0 O.C. From To Exposure Category: C TC Cont. 0- 0- 0 16- 0- 0 Plates for each ply each face. Occupancy Factor : 1.00 BC Cont. 0- 0- 0 16- 0- 0 PLATING CONFORMS TO UBC. Building Type: Enclosed PLATE VALUES BASED ON ICBO Zone location: Exterior Loading Live Dead (psf) APPROVAL #4994, FOR ROBBINS TC Dead Load : 4.0 psf TC 25.0 7.0 ENGINEERING, INC. GRIP BC Dead Load : 6.0 paf BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND Max comp. force 781 Lbs Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) Quality Control Factor 1.25 Spacing 24.0" Plate - LOCK 20 Ga, Gross Area Lumber Duration Factor 1.15 Plate - RHS 20 Ga, Gross Area FABRICATOR NOTES: Plate Duration Factor 1.15 Jt Type Plt Size X Y JS/ 1. If overhangs are specified, TC Fb=1.15 Fc -1.10 Ft=1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.66 this design may be built BC Fb=1.10 Fc =1.10 Ft =1.10 B LOCK 4.Ox 4.0 Ctr Ctr 0.59 with or without overhangs. C LOCK 4.Ox 5.0 Ctr Ctr 0.47 D LOCK 3.Ox 4.0 Ctr Ctr 0.66 Plus 6 Wind Load Case(s) F LOCK 1.5x 4.0 Ctr Ctr 0.50 Truss DesignEnggrr Thomas A. Albani Plus 1 UBC LL Load Case(s) E LOCK 3.Ox 4.0 Ctr Ctr 0 . 47 k Boz 280055, Tampa, FL 33682 Jt React Uplft Size Req'd b a' ' , 1 ) . # , Lbs Lbs In -Sx In -Sx REVIEWED BY: 4�' • V A 763 70 3- 8 1- 8 Robbins Engineering, Inc. / y ka r Hz = -69 PO Box 280055 er f , 1 D 763 70 3- 8 1- 8 Tampa, FL 33682 Hz = 70 REFER TO ROBBINS ENG. GENERAL ♦/ - Membr CSI P Lbs Axl -CST -Bnd NOTES AND SYMBOLS SHEET FOR f :i� ON Top Chords ADDITIONAL SPECIFICATIONS. et , 'e'► A -B 0.27 780 C 0.01 0.26 t 1 1 ' , Q B -C 0.10 649 C 0.00 0.10 NOTES: ir 4S A. P' C -D 0.27 781 C 0.01 0.26 Trusses Manufactured by: Bottom Chords Oregon Truss •'" •IRES 12/'31 /97 • Robbins Engineering, Inc/ONns Plus"' 01998 Version 15.0.025 Enpineerin9 - Portrait 513020000 49:30 PM Pepe 1 Date Sealed: 5!302006 Job Hark Quan Type Span P1 -Hl Left OH Right OH I Engineering 605061PRE CH2 1 DHP 160000 8 1- 4- 0 1- 4- 0 T06053563 U# J #605061PRE 5x5= 4x5= 8o 4 -7 B C Ho 4 -7 8 1.x4. 11111111111111010::x4G 6 -2 -11 5 -2 -10 34= 3x4= A D Y 3x4= 3x6= W:308 W:308 R: 762 a: 762 U: 69 U: 69 Ss. 1 -7 -4 1 -7 -4 I TC 1 -4 -0 3 -9 -11 3 -8 -5 `1 -0 -0 3 -8 -5 I 3 -9 -11 1 -4 -0 BC 7 -4 4 11 -3 -B 1 7 -4 -4 16 -0 -0 p ALL PLATES ARE LOCK20 --__ -- Scale: 0.348• = 1' Robbins Engineering, Inc. /Online P1use' APPROX. TRUSS WEIGHT: 115.4 LBS E -D 0.25 727 T 0.04 0.21 OH Loading Online Plus -- Version 19.0.028 G -F 0.08 226 s Soffit signit psf .0 Design checked for 10 psf non - RUN DATE: 30- MAY -06 F -B 0.10 210 T concurrent LL on BC. B -E 0.02 64 T Wind Loads - ANSI / ASCE 7 -02 CSI -Size- - - -- Lumber - - -- E -C 0.09 194 T Truss is designed as a Main TC 0.13 2x 4 HF16F1.5 E -H 0.08 223 C Wind -Force Resistance System. BC 0.25 2x 4 HF16F1.5 Wind Speed: 85 mph W8 0.10 2x 4 SSTG TL Defl -0.11" in A -F L/999 Mean Roof Height: 15 -0 LL Defl -0.05" in A -F L/999 Exposure Category: C Brace truss as follows: Shear // Grain in A -F 0.18 Occupancy Factor : 1.00 O.C. From To Building Type: Enclosed TC Cont. 0- 0- 0 16- 0- 0 Plates for each ply each face. Zone location: Exterior BC Cont. 0- 0- 0 16- 0- 0 PLATING CONFORMS TO UBC. TC Dead Load : 4.0 psf PLATE VALUES BASED ON ICBO BC Dead Load : 6.0 psf Loading Live Dead (psf) APPROVAL #4994, FOR ROBBINS Max comp. force 864 Lbs TC 25.0 7.0 ENGINEERING, INC. GRIP Quality Control Factor 1.25 BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) FABRICATOR NOTES: Spacing 24.0" Plate - LOCK 20 Ga, Gross Area 1. If overhangs are specified, Lumber Duration Factor 1.15 Plate - RHS 20 Ga, Gross Area this design may be built Plate Duration Factor 1.15 Jt Type Pit Size X Y JSI with or without overhangs. TC Fb=1.15 Fc =1.10 Ft =1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.66 BC Fb=1.10 Fc =1.10 Ft =1.10 G LOCK 1.5x 4.0 Ctr Ctr 0.50 H LOCK 5.Ox 5.0 Ctr -0.1 0.57 C LOCK 4.Ox 5.0 Ctr Ctr 0.47 Plus 6 Wind Load Case(a) H LOCK 1.5x 4.0 Ctr Ctr 0.50 Plus 1 UBC LL Load Case(s) D LOCK 3.Ox 4.0 Ctr Ctr 0.66 F LOCK 3.Ox 4.0 Ctr Ctr 0.47 Truss Design Engg11'neer: Thomas A. Albani Jt React Uplft Size Req'd E LOCK 3.Ox 6.0 Ctr Ctr 0.61 Li ccnse #: 16222PE Lbs Lbs In -Sx In -Sx Address: P.O. Box 280055, Tampa, FL 33682 A 763 70 3- 8 1- 8 Hz = -88 REVIEWED BY: 'ti, ,, �, � # • D 763 70 3- 8 1- 8 Robbins Engineering, Inc. e y Hz = 89 PO Box 280055 t " � f . Tampa, FL 33682 r , % 162 0 r Membr CSI P Lbs Axl- CSI -Bnd Top Chords REFER TO ROBBINS ENG. GENERAL A -G 0.13 864 C 0.00 0.13 NOTES AND SYMBOLS SHEET FOR G -B 0.13 655 C 0.00 0.13 ADDITIONAL SPECIFICATIONS. B -C 0.03 542 C 0.00 0.03 1 ' - . � �`S' ' 4 . C -H 0.12 658 C 0.00 0.12 NOTES: �. H -D 0.12 864 C 0.00 0.12 Trusses Manufactured by: �i�. �S , A • . t'•\- Bottom Chords Oregon Truss A -F 0.24 728 T 0.04 0.20 Analysis Conforms To: F -E 0.25 536 T 0.04 0.21 ANSI /TPI 95 i 02 ; We RES 12131/07 Robbins Ingineenrq,!ncJOnim Plu'" 0 1980-2006 Version 19.0.02a En0!neenn0- Poraa!1511020066:49:30 PM Page 1 Date Sealed: 5/30/2006 Job , Mark Quan Type Span P1 -$1 Left OH Right OH En _ 605061PRE 1 0113 1 D$P 160000 8 1- 4- 0 1- 4- 0 T06053563 U# J #605061PRE 4:4= 4x5= HO 4 -7 B C HO 4-7 T a 4 -10 -14 3 -10 -10 3x4= 3s4= A D qa- z n r E l.sxul 3x4= W:308 W:308 R: 762 R: 762 U: 69 II: 69 SL 1 -7 -4 1 -7 -4 TC 1 -4 -0 5 -6 -0 5 -0 -0 5 -6 -0 1 - - - 16 -0 -0 S. ALL PLATES ARE L0cK20 Scale: 0.345" = 1' Robbins Engineering, Inc. /Online Plus"' APPROX. TRUSS WEIGHT: 95.6 LBS A -F 0.19 682 T 0.10 0.09 Analysis Conforms To: F -E 0.20 678 T 0.10 0.10 ANSI /TPI 95 i 02 Online Plus -- Version 19.0.028 E -D 0.20 682 T 0.10 0.10 OH Loading RUN DATE: 30- MAY -06 Webs Soffit psf 2.0 F -B 0.08 214 T Design checked for 10 psf non - CSI -Size- - - -- Lumber - - -- 8 -E 0.03 59 T concurrent LL on BC. TC 0.23 2x 4 HF16F1.5 E -C 0.08 212 T Wind Loads - ANSI / ASCE 7 -02 BC 0.20 2x 4 HF16F1.5 Truss is designed as a Main WB 0.08 2x 4 SSTG TL Defl - 0.04" in A -F L/999 Wind -Force Resistance System. LL Defi - 0.02" in A -F L/999 Wind Speed: 85 mph Brace truss as follows: Shear // Grain in B -C 0.25 Mean Roof Height: 15 -0 O.C. From To Exposure Category: C TC Cont. 0- 0- 0 16- 0- 0 Plates for each ply each face. Occupancy Factor : 1.00 BC Cont. 0- 0- 0 16- 0- 0 PLATING CONFORMS TO UBC. Building Type: Enclosed PLATE VALUES BASED ON ICBO Zone location: Exterior Loading Live Dead (psf) APPROVAL 414994, FOR ROBBINS TC Dead Load : 4.0 psf TC 25.0 7.0 ENGINEERING, INC. GRIP BC Dead Load : 6.0 psf BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND Max comp. force 818 Lbs Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) Quality Control Factor 1.25 Spacing 24.0" Plate - LOCK 20 Ga, Gross Area Lumber Duration Factor 1.15 Plate - RHS 20 Ga, Gross Area FABRICATOR NOTES: Plate Duration Factor 1.15 Jt Type Plt Size X Y JSI 1. If overhangs are specified, TC Fb=1.15 Fc =1.10 Ft =1.10 A LOCK 3.Ox 4.0 Ctr Ctr 0.66 this design may be built BC Fb =1.10 Fc =1.10 Ft =1.10 B LOCK 4.Ox 4.0 Ctr Ctr 0.63 with or without overhangs. C LOCK 4.Ox 5.0 Ctr Ctr 0.47 . D LOCK 3.Ox 4.0 Ctr Ctr 0.66 Plus 6 Wind Load Case(s) F LOCK 1.5x 4.0 Ctr Ctr 0.50 Truss Design Engineer: Thomas A. Albani Plus 1 UBC LL Load Case(s) E LOCK 3.Ox 4.0 Ctr Ctr 0.47 L i ense I#: I6222PE Address: P. Box 280055, Tampa, FL 33682 Jt React Uplft Size Req'd '' A: Lbs Lbs In -Sx In -Sx REVIEWED BY: � A 763 70 3- 8 1- 8 Robbins Engineering, Inc. i Hz = -63 PO Box 280055 ,p • D 763 70 3- 8 1- 8 Tampa, FL 33682 i I Hz - 64 REFER TO ROBBINS ENG. GENERAL • Membr CSI P Lbs Axl- CSI -Bnd NOTES AND SYMBOLS SHEET FOR i .- ON Top Chords ADDITIONAL SPECIFICATIONS. ♦ . . /► A -B 0.21 815 C 0.00 0.21 i � B -C 0.23 682 C 0.00 0.23 NOTES: q S A C b C -D 0.19 818 C 0.00 0.19 Trusses Manufactured by: F Bottom Chords Oregon Truss 4 ' '1RES 12/31107 Robbins Engineering, IncJOnlne Pic. 01996-2006 Version 19.0.02E Erpinaenrg. Panes 540120 0 6 6 :49:31 PM Pagel Date Sealed: 5/30/2006 Job Hark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE CHM -DR 1 *2P SP 160000 8 1- 4- 0 1- 4- 0 T06053563 U# J #605061PRE • L:100 L:100 4X4 20:28 354= 4x5- -0 . 28 RD 4-7 c Ho 4 -7 T s 3 -10 -14 2 -10 -10 I 3x4- 3x4= A ® F E S - 3x4= 3x4- X W:308 W:308 R: 1098 R:1098 U: 98 U: 98 St 1 -7 -4 1 -7 -4 TC 1 -4 -0 4 -0 -0 I 4 -0 -0 4 -0 -0 I 4 -0 -0 1 -4 -0 BC 3 -10 -4 I 8 -4 -8 I 3 -10 -4 6 16 -0 -0 ALL PLATES ARE LOCK20 Scale: 0.345" " 1' Robbins Engineering, Inc. /Online Plus" APPROX. TRUSS WEIGHT: 96.8 LBS C -D 0.08 1498 C 0.00 0.08 SDS3 screws -OR- 10d nails Bottom Chords as each layer is applied.) Online Plus -- Version 19.0.028 A -F 0.26 1245 T 0.05 0.21 - - -- Spacing (In) - - -- RUN DATE: 30- MAY -06 F -E 0.26 1613 T 0.13 0.13 Rows Nails Screws Bolts E -D 0.26 1245 T 0.05 0.21 TC 1 12 24 0 * 2 -Ply Truss * Webs BC 1 12 24 0 F -B 0.10 471 T WB 1 8 8 F -G 0.04 434 C OH Loading CSI -Size- - - -- Lumber ---- G -E 0.04 434 C Soffit psf 2.0 TC 0.16 2x 4 HF16F1.5 E -C 0.10 471 T Provide connection to bearing BC 0.26 2x 4 HF16F1.5 for 1000 Lbs Honig Reaction WB 0.10 2x 4 SSTG TL Defl - 0.17" in F -E L/999 Design checked for 10 psf non - LL Deft - 0.08" in F -E L/999 concurrent LL on BC. Brace truss as follows: Shear // Grain in 8 -G 0.19 Wind Loads - ANSI / ASCE 7 -02 O.C. From To Truss is designed as a Main TC Cont. 0- 0- 0 16- 0- 0 Plates for each ply each face. Wind -Force Resistance System. BC Cont. 0- 0- 0 16- 0- 0 PLATING CONFORMS TO UBC. Wind Speed: 85 mph PLATE VALUES BASED ON ICBO Mean Roof Height: 15 -0 Loading Live Dead (psf) APPROVAL #4994, FOR ROBBINS Exposure Category: C TC 25.0 7.0 ENGINEERING, INC. GRIP Occupancy Factor : 1.00 BC 0.0 10.0 VALUES BASED ON DOUG -FIR AND Building Type: Enclosed Total 25.0 17.0 42.0 HEM -FIR LMBR (GROSS AREA TEST) Zone location: Exterior Spacing 24.0" Plate - LOCK 20 Ga, Gross Area TC Dead Load : 4.0 psf Lumber Duration Factor 1.15 Plate - RHS 20 Ga, Gross Area BC Dead Load : 6.0 psf Plate Duration Factor 1.15 Jt Type Plt Size X Y J81 Designed for shear loads (plf) TC Fb -1.00 Fco1.00 Ft =1.00 A LOCK 3.0x 4.0 Ctr Ctr 0.66 TC 62.5 BC 0.0 BC Fb =1.00 Fc=1.00 Ft =1.00 B LOCK 4.0x 4.0 Ctr Ctr 0.59 Max comp. force 1498 Lbs G LOCK 3.0x 4.0 Ctr Ctr 0.41 Quality Control Factor 1.25 Load Case # 1 Girder Loading C LOCK 4.0x 5.0 Ctr Ctr 0.47 Lumber Duration Factor 1.15 D LOCK 3.0x 4.0 Ctr Ctr 0.66 FABRICATOR NOTES: Plate Duration Factor 1.15 F LOCK 3.0x 4.0 Ctr Ctr 0.47 1. If overhangs are specified, plf - Live Dead From To E LOCK 3.0x 4.0 Ctr Ctr 0.47 this design may be built TC V 50 14 0.0' 16.0' with or without overhangs. BC V 0 30 0.0' 16.0' TC V 25 7 4.0' 12.0' REVIEWED BY: TC V 100 28 4.0' CL -LB Robbins Engineering, Inc. Truss Desi E Thomas A. Alban TC V 100 28 12.0' CL -LB PO Box 280055 p es. pO2Bux 280055, Tampa, FI. 33682 Tampa, FL 33682 Plus 6 Wind Load Case(s) REFER TO ROBBINS ENG. GENERAL Aie•# • " Plus 2 Drag Load Case(s) NOTES AND SYMBOLS SHEET FOR _ Z r Plus 1 UBC LL Load Casale) ADDITIONAL SPECIFICATIONS. - Jt React Uplft Size Req•d NOTES: ' Lbs Lbs In-Sx In -Sx Trusses Manufactured by: A 1099 98 3- 8 1- 8 Oregon Truss Hz o -999 Analysis Conforms To: D 1099 98 3- 8 1- 8 ANSI /TPI 95 S 02 Hz = 1000 Girder Step Down Hip Framing Hip Rafters � ' Ors' tom.' Membr CSI P Lbs Axl- CSI -Bnd Jack Open Faced ►;( $R Top Chords Setback 4- 0- 0 K 48 A. fk A -B 0.08 1498 C 0.00 0.08 2 COMPLETE TRUSSES REQUIRED. l B -G 0.16 1245 C 0.00 0.16 Fasten aern. (1 /2" -OR- ". ',RES 12 a1ro7 G -C 0.16 1245 C 0.00 0.16 Robbire Engineering, IrnJOrene PM."' 0 1998-2008 Version 19.0.020 Emilie/dm - Portrait 3(302008 8:49'.31 PM Page I Date Sealed: 5/30/2006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE CHM1 -DR 1 *2P SP 160000 8 1- 4 - 0 1- 4- 0 T06053563 U# J #605061PRE • 4x5= C 4z4 : 22.4 L :72. 20.4 3x4- :20.4 HO 4 -7 B T G HO 4-7 T 8 3 -6 -14 2 -6 -10 3xA 4 = 4= I 3x D I X r E x4 = 3xd = W:309 W:308 R:1023 R :1023 U: 93 U: 93 SL 1 -7 -4 1 -7 -4 TC 1 -4 -0 3 -6 -0 j 4 -6 -0 4 -6 -0 I 3 - - 1 - - BC i -4 -4 9-3-8 I 1 -4 -4 . 16 -0 -0 D. ALL PLATES ARE LOCK20 Scale: 0.348" = 1' Robbins Engineering, Inc. /Online Plus. APPROX. TRUSS WEIGHT: 96.3 LBS Bottom Chords ----Spacing (In) - - -- A -F 0.30 1191 T 0.05 0.25 Rows Nails Screws Bolts Online Plus -- Version 19.0.028 F -E 0.30 1675 T 0.05 0.25 TC 1 12 24 0 RUN DATE: 30- MAY -06 E -D 0.30 1191 T 0.05 0.25 BC 1 12 24 0 Webs BB 1 8 8 * 2 -Ply Truss • F -B 0.11 487 T OH Loading F -G 0.06 538 C Soffit psf 2.0 G -E 0.06 538 C Provide connection to bearing CSI -Size- - - -- Lumber - - -- E -C 0.11 487 T for 1000 Lbs Soria Reaction TC 0.19 2x 4 HF16F1.5 Design checked for 10 psf non - BC 0.30 2x 4 HF16F1.5 TL Dafl - 0.22" in F -E L/825 concurrent LL on BC. NB 0.11 2x 4 SSTG LL Dafl -0.11" in F -E L/999 Wind Loads - ANSI / ASCE 7 -02 Shear // Grain in B -G 0.19 Truss is designed as a Main Brace truss as follows: Wind -Force Resistance System. 0.C. From To Plates for each ply each face. Wind Speed: 85 mph TC Cont. 0- 0- 0 16- 0- 0 PLATING CONFORMS TO UBC. BC Cont. 0- 0- 0 16- 0- 0 PLATE VALUES BASED ON ICBO Mean Roof Height: 15 -0 Exposure Category: C APPROVAL 44994, FOR ROBBINS Occupancy Factor : 1.00 Loading Live Dead (psf) ENGINEERING, INC. GRIP Building Type: Enclosed TC 25.0 7.0 VALUES BASED ON DOUG -FIR AND Zone location: Exterior BC 0.0 10.0 HEM -FIR LMBR (GROSS AREA TEST) TC Dead Load : 4.0 psf Total 25.0 17.0 42.0 Plate - LOCK 20 Ga, Gross Area BC Dead Load : 6.0 psf Spacing 24.0" Plate - RHS 20 Ga, Gross Area Designed for shear loads (plf) Lumber Duration Factor 1.15 Jt Type Plt Size X Y JSI TC 62.5 BC 0.0 Plate Duration Factor 1.15 A LOCK 3.Ox 4.0 Ctr Ctr 0.66 Max comp. force 1433 Lbs TC Fb =1.00 Fc=1.00 Ft =1.00 B LOCK 4.0x 4.0 Ctr Ctr 0.59 Quality Control Factor 1.25 BC Fb =1.00 Fc =1.00 Ft =1.00 G LOCK 3.Ox 4.0 Ctr Ctr 0.43 C LOCK 4.0x 5.0 Ctr Ctr 0.47 FABRICATOR NOTES: Load Case 4 1 Girder Loading D LOCK 3.0x 4.0 Ctr Ctr 0.66 1. If overhangs are specified, Lumber Duration Factor 1.15 F LOCK 3.0x 4.0 Ctr Ctr 0.47 this design may be built Plate Duration Factor 1.15 E LOCK 3.0x 4.0 Ctr Ctr 0.47 with or without overhangs. plf - Live Dead From To TC V 50 14 0.0' 16.0' BC V 0 28 0.0' 16.0' REVIEWED BY: TC V 19 5 3.5' 12.5' Robbins Engineering, inc. TrussDesi� En loser: ThomasA. Albani TC V 73 20 3.5' CL -LB PO Box 280055 gg TC V 73 20 12.5' CL -LB Tampa, FL 33682 Li nse #: 16 22Pg Address: P.O. Box 280055, Tampa, FL 33682 REFER TO ROBBINS ENG. GENERAL w Plus 6 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR i . l � 'i " .. Plus 2 Drag Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 UBC LL Load Case(s) r NOTES: Jt React Uplft Size Req'd Trusses Manufactured by: se 11 ; Lbs Lbs In -Sx In -Sx Oregon Truss A 1024 94 3- 8 1- 8 Analysis Conforms To: Hz s -999 ANSI /TPI 95 S 02 D 1024 94 3- 8 1- 8 Girder Step Down Hip ON, F Hz = 1000 Framing Hip Rafters 11 Jack Open Faced f ► - .. Membr CSI P Lbs Axl- CSI -Bnd Setback 3- 6- 0 Top Chords 2 COMPLETE TRUSSES REQUIRED. ` ' ( � A - 0.08 1433 C 0.00 0.08 Fasten together in staggered it"' '� k�V B -G 0.19 1191 C 0.00 0.19 pattern. (1/2" bolts -OR- l! G -C 0.19 1191 C 0.00 0.19 SDS3 screws -OR- IOd nails C -D 0.08 1433 C 0.00 0.08 as each layer is applied.) 4. Robbins Engineering, Inc./Online Pbs '. O 1996.2006 Version 19.0.021 E,, eeering - Portral 500/2006 649:31 PM Page 1 Date Sealed: 5/30/2006 Job Mark Quan Type Span Pl -H1 Left OH Right OH Engineering 605061PRE CJ 5 MONO 40000 8 1- 4- 0 0 T06053563 M# J #605061PRE HO 4-7 so 3 -0 -7 OA e 3 -10 -14 3 -0 -7 2x4= A s J Z L W:308 HGR R: 258 R: 167 V: 40 SL 1 -7 -4 BC 1 -4 -0 4 4-0-0 -0-0 4 -0 -0 9 ALL PLATES ARE LOCE20 Scab: 0.575" = 1' Robbins Engineering, Inc. /Online Plus"` APPROX. TRUSS WEIGHT: 20.0 LBS TL Defl - 0.10" in A -C L/417 Exposure Category: C LL Defl -0.07" in A -C L /600 Occupancy Factor : 1.00 Online Plus -- Version 19.0.028 Shear // Grain in A -B 0.32 Building Type: Enclosed RUN DATE: 30- MAY-06 Zone location: Exterior Plates for each ply each face. TC Dead Load : 4.0 psf CSI -Size- - - -- Lumber - - -- PLATING CONFORMS TO UBC. BC Dead Load : 6.0 psf TC 0.76 2x 4 HF16F1.5 PLATE VALUES BASED ON ICBO Max comp. force 64 Lbs BC 0.85 2x 4 HF16F1.5 APPROVAL #4994, FOR ROBBINS Quality Control Factor 1.25 ENGINEERING, INC. GRIP Brace truss as follows: VALUES BASED ON DOUG -FIR AND FABRICATOR NOTES: O.C. From To HEM -FIR LMBR (GROSS AREA TEST) 1. If overhangs are specified, TC Cont. 0- 0- 0 4- 0- 0 Plate - LOCK 20 Ga, Gross Area this design may be built BC Cont. 0- 0- 0 4- 0- 0 Plate - RHS 20 Ga, Gross Area with or without overhangs. Jt Type Plt Size X Y JSI Loading Live Dead (psf) A LOCK 2.Ox 4.0 Ctr Ctr 0.59 TC 25.0 7.0 BC 0.0 10.0 Total 25.0 17.0 42.0 REVIEWED BY: Spacing 24.0" Robbins Engineering, Inc. Lumber Duration Factor 1.15 PO Box 280055 Plate Duration Factor 1.15 Tampa, FL 33682 TC Fb=1.15 Fc =1.10 Ft=1.10 BC Fb =1.10 Fc =1.10 Ft=1.10 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Truss Desi En�p neer. Thomas A. Alban Plus 5 Wind Load Case(s) p #p� (1 80055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) NOTES: r Trusses Manufactured by: .,�+ •,# Jt React Upift Size Req'd Oregon Truss a ' Lbs Lbs In-Sx In -Sx Analysis Conforms To: �, f, so A 259 0 3- 8 1- 8 ANSI /TPI 95 & 02 ,. 4) . / /// v Hz = 71 OH Loading C 168 41 3- 8 1- 8 Soffit psf 2.0 Hz = 48 Design checked for 10 psf non- i i - concurrent LL on BC. #'I rl Membr CSI P Lbs Axl- CSI -Bnd Wind Loads - ANSI / ASCE 7 -02 �r�� 0 } t 0 4 Top Chords Truss is designed as a Main if 2` _ - A -B 0.76 64 C 0.00 0.76 Wind -Force Resistance System. ��''4 �� Bottom Chords Wind Speed: 85 mph A -C 0.85 48 T 0.00 0.85 Mean Roof Height: 15 -0 74' 'IRES 12/31/07 Robbins ErGinaennp. InciOnine Phan 0 1996 -2008 Version 19.0.028 Enpaeainp - Portrait 5/302008 8:49:31 PM Pepe 1 Date Sealed: 5/30/2006 • Job I !lark ' Quan Type Span P1 -H1 Left OH Right OH i Engineering 605061PRE , CJ1 i 2 JCA2 40000 8 1 4 0 0 ; T06053563 II# J #605061PRE • - Ho 4 -7 HO 3 -0 -7 /2s4= • 2 -5 -11 1 -7 -4 AIIIMMIIIIIIIIMIIIIMP J W:308 HGR R: 184 R: 62 aL 1 -7 -4 TC 1 -4 -0 1-10-3 2 - - > 1 -0 -0 I 4 -0 -0 rri ALL PLATES ARE LOCK20 Scale: sane " 1' Robbins Engineering, Inc. /Online Plus" APPROX. TRUSS WEIGHT: 15.2 LEIS A -C 0.07 21 T 0.00 0.07 Design checked for 10 psf non - concurrent LL on BC. Online Plus -- Version 19.0.028 TL Defl -0.01" in A -C L/999 Wind Loads - ANSI / ASCE 7 -02 RUN DATE: 30- MAY -06 LL Defl -0.01" in A -C L/999 Truss is designed as a Main Shear // Grain in A -C 0.10 Wind -Force Resistance System. CSI -Size- - - -- Lumber - - -- Wind Speed: 85 mph TC 0.05 2x 4 HF16F1.5 Plates for each ply each face. Mean Roof Height: 15 -0 BC 0.07 2x 4 HF16F1.5 PLATING CONFORMS TO SEC. Exposure Category: C PLATE VALUES BASED ON ICBO Occupancy Factor : 1.00 Brace truss as follows: APPROVAL #4994, FOR ROBBINS Building Type: Enclosed O.C. From To ENGINEERING, INC. GRIP Zone location: Exterior TC Cont. 0- 0- 0 4- 0- 0 VALUES BASED ON DOUG -FIR AND TC Dead Load : 4.0 psf BC Cont. 0- 0- 0 4- 0- 0 HEM -FIR LMBR (GROSS AREA TEST) BC Dead Load : 6.0 psf Plate - LOCK 20 Ga, Gross Area Max comp. force 13 Lbs Loading Live Dead (psf) Plate - RHS 20 Ga, Gross Area Quality Control Factor 1.25 TC 25.0 7.0 Jt Type Plt Size X Y JSI BC 0.0 10.0 A LOCK 2.Ox 4.0 Ctr Ctr 0.59 FABRICATOR NOTES: . Total 25.0 17.0 42.0 1. If overhangs are specified, Spacing 24.0" this design may be built Lumber Duration Factor 1.15 REVIEWED BY: with or without overhangs. Plate Duration Factor 1.15 Robbins Engineering, Inc. TC Fb=1.15 Fc =1.10 Ft =1.10 PO Box 280055 BC Fb=1.10 Fc =1.10 Ft =1.10 Tampa, FL 33682 REFER TO ROBBINS ENG. GENERAL Truss Design Engineer: Thomas A. Albani Plus 5 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR License #:16222PE Address: P.O. Box 280055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) ADDITIONAL SPECIFICATIONS. •41,41:4 � Jt React Upift Size Req'd For proper installation of y Lbs Lbs In -Sx In -Sx toe - nails, refer to the 2001 4 41. .. A 185 0 3- 8 1- 8 National Design Specification � � • Hz = 32 (NDS) for Wood Construction - B 70 19 1- 8 1- 8 C 63 0 1- 8 1- 8 NOTES: 4 Hz = 22 Trusses Manufactured by: A i ' ` i a Oregon Truss � f ,, Membr CSI P Lbs Axl- CSI -Bnd Analysis Conforms To: i'� ' •1 tri - Top Chords ANSI /TPI 95 G 02 ' 118 IA N ''''%' A -B 0.05 18 T 0.00 0.05 OR Loading Bottom Chords Soffit psf 2.0 4;.• IRES 12/31/07 Robbins Engineering, Inc/ONne Plw'" Cr 1996.2008 Version 19.0.02E ErgineeMp • Porsas 5.20f200664531 PM Peas 1 Date Sealed: 5/30/2006 Job i Mark I Quan Type Span Pl -H1 Left OH Right OH Engineering 605061PRE I CJ2 i 4 JCA2 11104 8 1 - 4- 0 0 j T06053563 U# J #605061PRE Ho 1 -7 -15 Ho 4 -7 4 e 2 -16d toenails 2 -5 -11 1 -7 -4 2s4= 1 A i J 1 1 il W:308 OUR R: 171 R: 53 II: 24 SLI 1 -7 -4 ■ IC 1 -4 -0 1 -10 -3 M 1 -11 -4 1 -11 -4 --Es. ALL PLATES ARE LOCR20 Scale: 0.697°= 1' Robbins Engineering, Inc. /Online Plus= APPROX. TRUSS WEIGHT: 11.3 LES A -C 0.02 21 T 0.00 0.02 Design checked for 10 psf non - concurrent LL on BC. Online Plus -- Version 19.0.028 TL Defl 0.00" in A -C. L/999 Wind Loads - ANSI / ASCE 7 -02 RUN DATE: 30-MAY -06 LL Defl 0.00" in A -C L/999 Truss is designed as a Main Shear // Grain in A -B 0.06 Wind -Force Resistance System. CSI -Size- - - -- Lumber - - -- Wind Speed: 85 mph TC 0.02 2x 4 HF16F1.5 Plates for each ply each face. Mean Roof Height: 15 -0 BC 0.02 2x 4 RF16F1.5 PLATING CONFORMS TO UBC. Exposure Category: C PLATE VALUES BASED ON ICBO Occupancy Factor : 1.00 Brace truss as follows: APPROVAL #4994, FOR ROBBINS Building Type: Enclosed O.C. From To ENGINEERING, INC. GRIP Zone location: Exterior TC Cont. 0- 0- 0 1 -11- 4 VALUES BASED ON DOUG -FIR AND TC Dead Load : 4.0 psf BC Cont. 0- 0- 0 1 -11- 4 HEM -FIR LMBR (GROSS AREA TEST) BC Dead Load : 6.0 psf Plate - LOCK 20 Ga, Gross Area Max comp. force 17 Lbs Loading Live Dead (psf) Plate - RHS 20 Ga, Gross Area Quality Control Factor 1.25 TC 25.0 7.0 Jt Type Plt Size X Y JSI BC 0.0 10.0 A LOCK 2.Ox 4.0 Ctr Ctr 0.59 FABRICATOR NOTES: Total 25.0 17.0 42.0 1. If overhangs are specified, Spacing 24.0" this design may be built Lumber Duration Factor 1.15 REVIEWED BY: with or without overhangs. Plate Duration Factor 1.15 Robbins Engineering, Inc. PC Fb=1.15 Fc=1.10 Ft=1.10 PO Box 280055 BC Fb - 1.10 Fc =1.10 Ft =1.10 Tampa, FL 33682 REFER TO ROBBINS ENG. GENERAL Truss Design Engineer Thomas A. Albani Plus 5 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR LiCCnse #:I6222PE Address: P.O. Box 280055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) ADDITIONAL SPECIFICATIONS. r Jt React Uplft Size Req'd For proper installation of Ey `�� ' # � 4 Lbs Lbs In -Sx In -Sx toe - nails, refer to the 2001 Specification n S /yam ` A 171 0 3- 8 1- 8 National Design � o a , , ,, Hz = 32 (NDS) for Wood Construction _ B 54 25 1- 8 1- 8 C 31 0 1- 8 1- 8 NOTES: - Hz = 22 Trusses Manufactured by: « IN r Oregon Truss r� • elk ' Il ..pL). ` Membr CSI P Lbs Axl- CSI -Bnd Analysis Conforms To: • Top Chords ANSI /TPI 95 5 02 P �"�' '4S A. \.�� - A -B 0.02 17 C 0.00 0.02 OH Loading - Bottom Chords Soffit psf 2.0 y. . ORES 12131/07 Robbins Ergl,eeorq, IncfOntns Pls." 0199n-200G Version 19.0.025 Engineering - Portrait 5/3 0120 0 6 8:49:32 PM Page 1 Date Sealed: 5/302006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE CJ3 5 MONO 30600 8 1- 4- 0 0 T06053563 U# J #605061PRE HO 4 -7 BO 2 -8 -7 8 3 -6 -14 2 -8 -7 2z4= A i J L W:308 BOA R: 237 R: 146 0: 36 SC 1-7-4 3=1:8 J BC 1-4-0 a 3-6-0 ALL PLATES ARE LOCE20 Scale: 0.816' = 1' Robbins Engineering, Inc. /Online P1ua APPROX. TRUSS WEIGHT: 18.0 LES TL Defl - 0.06" in A -C L/630 Exposure Category: C LL Defl - 0.04" in A -C L/904 Occupancy Factor : 1.00 Online Plus -- Version 19.0.028 Shear // Grain in A -B 0.27 Building Type: Enclosed RUN DATE: 30- MAY -06 Zone location: Exterior Plates for each ply each face. TC Dead Load : 4.0 psf CSI -Size- - - -- Lumber - - -- PLATING CONFORMS TO UBC. BC Dead Load : 6.0 psf TC 0.57 2x 4 HF16F1.S PLATE VALUES BASED ON ICBO Max comp. force 55 Lbs BC 0.64 2x 4 HF16F1.5 APPROVAL #4994, FOR ROBBINS Quality Control Factor 1.25 ENGINEERING, INC. GRIP Brace truss as follows: VALUES BASED ON DOUG -FIR AND FABRICATOR NOTES: O.C. From To HEM -FIR LMBR (GROSS AREA TEST) 1. If overhangs are specified, TC Cont. 0- 0- 0 3- 6- 0 Plate - LOCK 20 Ga, Gross Area this design may be built BC Cont. 0- 0- 0 3- 6- 0 Plate - RHS 20 Ga, Gross Area with or without overhangs. Jt Type Plt Size X Y JSI Loading Live Dead (psf) A LOCK 2.Ox 4.0 Ctr Ctr 0.59 TC 25.0 7.0 BC 0.0 10.0 Total 25.0 17.0 42.0 REVIEWED BY: Spacing 24.0" Robbins Engineering, Inc. Lumber Duration Factor 1.15 PO Box 280055 Plate Duration Factor 1.15 Tampa, FL 33682 TC Fb=1.15 Fc -1.10 Ft =1.10 BC Fb=1.10 Fc =1.10 Ft =1.10 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Tr Desiggnn E neer: mas Tho A. Alban Plus 5 Wind Load Case (s) License r ess: P l 6 Bo g 280055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) NOTES: a Trusses Manufactured by: :7 ta e „ ; # Jt React Uplft Size Req'd Oregon Truss * /1,, Lbs Lbs In -Sx In -Sx Analysis Conforms To: .,. A 238 0 3- 8 1- 8 ANSI /TPI 95 & 02 .1 d - Hz = 62 OH Loading C 147 36 3- 8 1- 8 Soffit psf 2.0 - Hz = 42 Design checked for 10 psf non - concurrent LL on BC. # ] ON Membr CSI P Lbs Axl- CSI -Bnd Wind Loads - ANSI / ASCE 7-02 �` Top Chords Truss is designed as a Main ? �' A -B 0.57 55 C 0.00 0.57 Wind -Force Resistance System. ii �"r' AS A. Q Bottom Chords Wind Speed: 85 mph - A -C 0.64 42 T 0.00 0.64 Mean Roof Height: 15 -0 :,i' RES 121314)7 ' Robbins Eryineennp, IncJOnlro PIA"' 01896-2008 Version 19.0.028 Enni eskp- Portrait 5/302008 8:49.32 PM Pagel Date Sealed: 5 /30/2006 • Job I Hark i Quan Type Span P1 -H1 Left OH Right OH 1 Engineering 605061PRE 1 CJ4 i 2 JCA2 30600 8 1- 4- 0 0 ■ T06053563 U# J #605061PRE HO 4 -7 so 2 -8 -7 • e 2 -16d toenail, 2 -5 -11 1 -7 -a 2 :4 A " J 1 1 II W:308 HGH H: 182 R: 55 8L 1 -7 -4 TC 1 -4 -0 1 -10 -3 l 1 -7 -13 SC 3 -6 -0 ® 3 - 6 - 0 ALL PLATES ARE LOCK20 Scale: 0.819" = 1' Robbins Engineering, Inc. /Online Floe. APPROX. TRUSS WEIGHT: 14.2 LDS A -C 0.05 21 T 0.00 0.05 Design checked for 10 pelf non - concurrent LL on BC. Online Plus -- Version 19.0.028 TL Defl -0.01" in A -C L/999 Wind Loads - ANSI / ASCE 7 -02 RUN DATE: 30- MAY -06 LL Defl 0.00" in A -C L/999 Truss is designed as a Main Shear // Grain in A -C 0.08 Wind -Force Resistance System. CSI -Size- - - -- Lumber - - -- Wind Speed: 85 mph TC 0.04 2x 4 HF16F1.5 Plates for each ply each face. Mean Roof Height: 15 -0 BC 0.05 2x 4 HF16F1.5 PLATING CONFORMS TO UBC. Exposure Category: C PLATE VALUES BASED ON ICBO Occupancy Factor : 1.00 Brace truss as follows: APPROVAL #4994, FOR ROBBINS Building Type: Enclosed O.C. From To ENGINEERING, INC. GRIP Zone location: Exterior TC Cont. 0- 0- 0 3- 6- 0 VALUES BASED ON DOUG -FIR AND TC Dead Load : 4.0 psf BC Cont. 0- 0- 0 3- 6- 0 HEM -FIR LMBR (GROSS AREA TEST) BC Dead Load : 6.0 psf Plate - LOCK 20 Ga, Gross Area Max comp. force 15 Lbs Loading Live Dead (psf) Plate - RES 20 Ga, Gross Area Quality Control Factor 1.25 TC 25.0 7.0 Jt Type Plt Size X Y JSI BC 0.0 10.0 A LOCK 2.Ox 4.0 Ctr Ctr 0.59 FABRICATOR NOTES: Total 25.0 17.0 42.0 1. If overhangs are specified, Spacing 24.0" this design may be built Lumber Duration Factor 1.15 REVIEWED BY: with or without overhangs. Plate Duration Factor 1.15 Robbins Engineering, Inc. TC Fb =1.15 Fc=1.10 Ft=1.10 PO Box 280055 BC Fb=1.10 Fc =1.10 Ft =1.10 Tampa, FL 33682 REFER TO ROBBINS ENG. GENERAL Truss Design Engineer. Thomas A. Albani Plus 5 Wind Load Case (s) NOTES AND SYMBOLS SHEET FOR Ligenne #' 16222PE Address: P.O. Box 280055, Tampa, 1 33682 Plus 1 UBC LL Load Case(s) ADDITIONAL SPECIFICATIONS. A e iy' # • Jt React Uplft Size Req'd For proper installation of Lbs Lbs In -Sx In -Sx toe- nails, refer to the 2001 t11 A 183 0 3- 8 1- 8 National Design Specification � 162 rr �, ,� Hz = 32 (NDB) for Wood Construction 8 65 21 1- 8 1- 8 - C 55 0 1- 8 1- 8 NOTES: 1 Hz = 22 Trusses Manufactured by: A �i I # ' � #� Oregon Truss " . ` Membr CSI P Lbs Axl- CSI -Bnd Analysis Conforms To: l'iv'' A� Top Chords ANSI /TPI 95 6 02 '� 48 h P . A -B 0.04 15 C .00 0.04 OH Loading � t7 A Bottom Chords Soffit psf 2.0 . 'IRE 12/31. /07 Robbins EngiroeMW, IrcJONre Pas"' a 1998.2000 Version 19.0.029 Erginee:1rlp - Portrait 5/30/1005 9:4,.32 PM Page 1 Date Sealed: 5/30/2006 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 605061PRE D1 1 MONO 131008 7.541 0 0 T06053301 U# J #605061PRE 80 9 -1 -8 1.5x6 11 80 4 -14 s 3xl Y 7.511 9 -1 -8 1. Sal i 6 3x1= A C y 6 D 3x1- ' � 3x4 = 1:308 8OR 1: 575 5: 590 0: 26 0: 77 TCI 4 -8 -9 I 4 -4 -4 1 4 -9 -11 i 8C 1J 6 -10 -11 I 6 -11 -13 r. 13.10.8 ALL PLATES ARE LOCx20 Scale: 0.212"= 1' Robbins Engineering , Inc. /Online Plus" APPROX. TRUSS WEIGHT: 104.3 LBS A -D 0.32 585 T 0.04 0.28 Soffit psf 2.0 D -C 0.30 308 T 0.02 0.28 Design checked for 10 psf non - Online Plus -- Version 19.0.028 Webs concurrent LL on BC. RUN DATE: 26- MAY -06 E -D 0.07 242 C Wind Loads - ANSI / ASCE 7 -02 D -F 0.19 388 T Truss is designed as a Main CSI -Size- - -- -Lumber - - -- F -C 0.45 502 C Wind -Force Resistance System. TC 0.23 2x 4 HF16F1.5 C -B 0.43 124 C WindLd 1 Br Wind Speed: 85 mph BC 0.32 2x 4 HF16F1.5 Mean Roof Height: 15 -0 WS 0.45 2x 4 SSTG TL Defl -0.11" in D -C L/999 Exposure Category: C LL Defl -0.05" in D -C L/999 Occupancy Factor : 1.00 Brace truss as follows: Shear // Grain in F -B 0.24 Building Type: Enclosed O.C. .C. From To Zone location: Exterior TC Cont. 0- 0- 0 13 -10- 8 Plates for each ply each face. TC Dead Load : 4.0 psf BC Cont. 0- 0- 0 13 -10- 8 PLATING CONFORMS TO UBC. BC Dead Load : 6.0 psf WB 1 rows CLB on C -B PLATE VALUES BASED ON ICBO Max comp. force 685 Lbs Attach CLB with (2) -10d nails APPROVAL #4994, FOR ROBBINS Quality Control Factor 1.25 at each web. ENGINEERING, INC. GRIP VALUES BASED ON DOUG -FIR AND FABRICATOR NOTES: Loading Live Dead (psf) HEM -FIR LMBR (GROSS AREA TEST) 1. If overhangs are specified, TC 25.0 7.0 Plate - LOCK 20 Ga, Gross Area this design may be built BC 0.0 10.0 Plate - RHS 20 Ga, Gross Area with or without overhangs. Total 25.0 17.0 42.0 Jt Type Plt Size X Y JSI Spacing 24.0" A LOCK 3.Ox 4.0 Ctr Ctr 0.63 Lumber Duration Factor 1.15 E LOCK 1.5x 4.0 Ctr Ctr 0.50 Plate Duration Factor 1.15 F LOCK 3.Ox 4.0 Ctr Ctr 0.48 TC Fb=1.15 Fc =1.10 Ft =1.10 B LOCK 1.5x 4.0 Ctr Ctr 0.50 BC Fb=1.10 Fc=1.10 Ft=1.10 D LOCK 3.Ox 4.0 Ctr Ctr 0.39 C LOCK 3.Ox 4.0 Ctr Ctr 0.59 Truss Design En 'uteer: Thomas A. Alban: L' ense 9: 16222PE Plus 5 Wind Load Case (s) Address: P.O. Box 280055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) REVIEWED BY: Robbins Engineering, Inc. ,8Ai'.I • Jt React Uplft Size Req'd PO Box 280055 �} 4 Lbs Lbs In -Sx In -Sx Tampa, FL 33682 � A � A 576 27 3- 8 1- 8 +e , Hz = -134 REFER TO ROBBINS ENG. GENERAL -- C 590 78 3- 8 1- 8 NOTES AND SYMBOLS SHEET FOR Hz = 271 ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl- CSI -Bnd NOTES: Al t s' ©N .I4i`' .... Top Chords Trusses Manufactured by: A -E 0.18 685 C 0.00 0.18 Oregon Truss E -F 0.23 513 C 0.00 0.23 Analysis Conforms To: �"�L 4S tb S -B 0.23 93 C 0.00 0.23 ANSI /TPI 95 & 02 Bottom Chords OH Loading i, 1213/iiff • RoetSm Engineering, IneJOMre Plus"' 01998.2006 Version 196.028 Engineering - PoNrt 5!26200811:34:51 AM Pape I Date Sealed: 5/26/2006 • Job Mark Quan Type Span P1 -Hl Left OH Flight OH Engineering 605061PRE D2 1 MONO 70614 7.541 1- 5- 0 0 T06053301 U# J #605061PRE HO 5 -1 -9 1.5 :4i HO 4 -7 H 7 • 7.5 {1 1.5x0 5 -11 -15 5 -1 -9 2x{= A Agililik 2xd= ri W:303 555 R: 407 R: 325 0: 27 U: 42 SL 1 - 5 - 1 TC 1 -5-0 3 -9 -d I 3 -9-10 HC 7-6 -14 7 -6 -14 g ALL PLATES ARE LOCK20 Scale: 0.354" = 1' Robbins Engineering, Inc. /Online Plus" APPROX. TRUSS WEIGHT: 50.6 LEIS Bottom Chords OH Loading A -C 0.25 236 T 0.01 0.24 Soffit psf 2.0 Online Plus -- Version 19.0.028 Webs Design checked for 10 psf non - RUN DATE: 26- MAY -06 D -C 0.09 2B0 C concurrent LL on BC. C -B 0.13 96 C WindLd Wind Loads - ANSI / ASCE 7 -02 CSI -Size- - - -- Lumber - - -- Truss is designed as a Main TC 0.19 2x 4 HF16F1.5 TL Defl -0.17" in A -C L/505 Wind -Force Resistance System. BC 0.25 2x 4 HF16F1.5 LL Defl -0.08" in A -C L/999 Wind Speed: 85 mph WB 0.13 2x 4 SSTG Shear // Grain in A -D 0.21 Mean Roof Height: 15 -0 Exposure Category: C Brace truss as follows: Plates for each ply each face. Occupancy Factor : 1.00 O.C. From To PLATING CONFORMS TO UBC. Building Type: Enclosed TC Cont. 0- 0- 0 7- 6 -14 PLATE VALUES BASED ON ICBO Zone location: Exterior BC Cont. 0- 0- 0 7- 6 -14 APPROVAL #4994, FOR ROBBINS TC Dead Load : 4.0 psf ENGINEERING, INC. GRIP BC Dead Load : 6.0 psf Loading Live Dead (psf) VALUES BASED ON DOUG -FIR AND Max comp. force 280 Lbs TC 25.0 7.0 HEM -FIR LMBR (GROSS AREA TEST) Quality Control Factor 1.25 BC 0.0 10.0 Plate - LOCK 20 Ga, Gross Area Total 25.0 17.0 42.0 Plate - RAS 20 Ga, Gross Area FABRICATOR NOTES: Spacing 24.0" Jt Type Plt Size X Y JSI 1. If overhangs are specified, Lumber Duration Factor 1.15 A LOCK 2.Ox 4.0 Ctr Ctr 0.65 this design may be built Plate Duration Factor 1.15 D LOCK 1.5x 4.0 Ctr Ctr 0.50 with or without overhangs. TC Fb =1.15 Fc =1. Ft =1.10 B LOCK 1.5x 4.0 Ctr Ctr 0.50 BC Fb =1.10 Fc =1.10 Ft =1.10 C LOCK 2.0x 4. Ctr Ctr 0. 75 Truss Design Enggi1neer: Thomas A. Albani kisnse N 6.2 2P Plus 5 Wind Load Case (s) REVIEWED BY: Oress: h .0 . Box 80055, Tampa, FL 33682 Plus 1 UBC LL Load Case(s) Robbins Engineering, Inc. � '' skirl PO Box 280055 I Jt React Uplft Size Req'd Tampa, FL 33682 I. if 4 4 Lbs Lbs In -Sx In -Sx A 407 27 3- 3 1- 8 REFER TO ROBBINS ENG. GENERAL Hz -71 NOTE3 AND SYMBOLS SHEET FOR C 325 43 3- 8 1- 8 ADDITIONAL SPECIFICATIONS. Hz = 144 # .� NOTES: iw * c ' ,..,`• Membr CSI P Lbs Axl- CSI -Bnd Trusses Manufactured by: P&14. - . � Top Chords Oregon Truss id' ac A 1\' A -D 0.19 252 C 0.00 0.19 Analysis Conforms To: •7 _ D -B 0.19 58 C 0.00 0.19 ANSI /TPI 95 & 02 . 4- . RES 12/31107 Robbins E rgingering, Inc /Onine Pia' 019462008 Version 19.0.025 Erglnaoalg -PONalt 528200611:31:51 AM Page 1 Date Sealed: 5/26/2006