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Plans s r RECEIVED G ED APR -5 2011 ARBOR CUSTOM HOMES CHANGE Product type/ Name: PINEHURST FRENCH LOT 2 BULL MOUNTAIN VIEW ESTATES Date: 4/4/11 To: Ben Droukas, (Buddy Bruno -Parr lumber), Brad Hosmar, (Dean-FCE), Dennis Sutter, (James - Design), (Bill Goggin — Pro - Build), Joylynn, (Yashar -FCE), Mark, Steve, Dwight Mason, and Torn. SANDRO GUERRERO From: SCOTT GODDARD Plan Change #1 Date Implemented: 4/4/11 THE FOLLOWING SITES/ COLLECTIONS ARE AFFECTED BY THIS CHANGE: • Lot 2 BULL MOUNTAIN VIEW ESTATES (These plans may or may not have this change on the approved copies) CHANGE DESCRIPTION AND PAGES AFFECTED: 6/0 • Replace master bedroom windows (two 3/0 x 6/0 SH) with one 7/6 xQSLIDER w/ 30" vent each end. See attached revised plans including structural information. Call if questions: Scott Goddard (503) 726 -7044 Please review these changes carefully and update your files. If you have any questions or clarifications regarding these changes please contact me. CITY OF TIGARD Approved Conditionally Approved [ See Letter to: Follow [ ] Attached Permit Number: /h S ;10 t I -Udo Address: / /t . 'i 0 5uJ CAt fik rI OFFICE COPY By: fi V Date: Lee-r 29 / 111-4" 21-1 a II 41-10" 1 i _.(:::" , ' . /• • 7 1/&x,g4: SLID, UJ/ 30" VENT EA. END _\__ if4F. ','''..:7,P.111§ [ - .. •:-1 I I :. CN I --•■1/4- -------- - • • - ----- - ----- I 10" 1RA1SED CEILING , 7,- • • • 1 V. A . . . . . . . . ........ .. 15 VAULT . . . . [4, ‘D. M45 I • - - .- • ----- • • - • • • • ........ 6 . ..-.•.-1&/4 x .12./10 . . ........... wv/5 PA vzi i- . ....... . . . . . VA VA V_A 2 -0" • - • . . . ...... .- vh 4 v 'PA * . ..‘,.. ......... • .- • • • • - - - 1 i/A ry 1 • • -11' -a" 6 .- s.". VA ..... . . . . . . . . . ...... . . / . . ........... Y 161 BEAR E3EAI AT :1 2x4 G. UJALL WALL FE FLAN 1R 1-1 ID IR. DiROF 5E41'1 1 1 i wz wan Eqz 2 a cormazirer&ortezzezacrzwi - \-- ong 2 /4 I . • .... I 1H1!;11,, Lf.F7 f ti � I' � r " ,1 7 ° L (� T,j� ' � I , I li ■i ; . 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Mr1 IN . 6x6 POST 1 - �� ��� I - _ _ - + 4 APPED (X4) i . a. a. �� - - _ • s FLR v TYP RE AIR EL E vA T I ON 1/8' = 1' • e a AX -IM8 8 a 1 8 _ 0 . ., 8 $ A STD % i iiiiii =.�'iiiiiiii I 8 •■•, iwi■i• / D° y • . / / / / / / / / • • STD 0 . I. J ./ • / / n • • • R / L R \ I 1 1 / 2 1 I ' I , ® oR I I 1 I [ L I HOLDO SCHEDULE V � 0 3 D . - MARK HOEDOWN ALLOWABLE FBSIEtlF85 MIN. SIZE FASTENERS A /, 'y # CAPACITY CONNECTION TO POST (6" WALL CONNECTION TO Z 1. A . � IN POUNDS FRAMING MEMBER LISTED) FOUNDATION ZIA/ //•V.I.A/i NONE REDO Q - MSTA36 2050 (26; 10d 2x6 2 L - II 1705 CSTBR 1705 (26) Bd 2x6 i • A (2z) 104 2s C l ) 03 MST37 2095 (20) 16d, (2) 2x6 VJ ® MST48 3370 (32) 16d (2) 2x6 ' . C.) T ❑5 MST60 4830 (46) 164 (2) 2x6 �CMSTL4_ ` 6 � 49Q�" 1 x .(66) 164 (2) 2x6 �1 �� 111208 Soo y (10) V (2) 2 SIMPSONSSTBIRL ❑B HDU2- SDS2.5 3075 (6) SDS 1/402.5 WOOD SCREWS (2) 2x6 SIMPSON SSTB24L • 004- 5 4565 :10) SDS X2;5 WOOD SCREWS (2)26 S N SB5 /� 24 RE,/ U - 7E FILE 10 HDU5- SOS2�B. ' '1T stT /4X WOOT SCRE141 --�(1f 2 �SIMPSOR5�8X24 I 9-27-10 WALL REV. AN 0 5980 -(NT5) (2) 2x6 7/4 " = 1' -0 ®I �'� :20) SDS 1/402.5 WOOD SCREWS 406 SIMPSON 567 /8024 HOUR- 5052.5 6970-(NT5) ; ) KEY NOTES: SE 7870 -(NT5) (3) 296 2 10911- SDS2.`` 9535- (NT6)'30) SOS 1/402.5 WOOD SCRLIYE 606 SIMPSON 581030 O - ALIGN POST WITH END OF BEAM ABOVE 11175 -(M6) 608 p- NOT U SE D t p t p -- 37ryry 11 9535 605 1" DIA. F1554 GR 36 M TOUT1- SDS2.E 11175 30) SOS 1/402.5 WOOD SCREWS 6X8 EMBED. INTO FOOTING O - ALIGN TRUSS WITH WALL - PROVIDE DRAG TRUSS CAPABLE OF TRANSFERRING 1700# FORCE P.1 • DM FROM TOP TO BOTTOM CHORD HOLDOWN NOTES: FL DM 1. THE NUMBER IN THE SQUARE ON THE FLOOR PLANS SPECIFIES THE TYPE OF HOLDOWN REQUIRED. A pa h; DM O FROM TR BOTTOM CHORD 2. DRAG TRUSS CAPABLE OF TRANSFERRING 1000/ FORCE (2)" PRECEDING THE NUMBER MEANS TWO STRAPS ARE REQUIRED ONE ON EACH SURFACE OF THE WALL 2. ALL SPECIFIED PRODUCTS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. ANY JOE I I 10 -025 • PRODUCT OF EQUAL OR GREATER CAPACITY MAY BE SUBSTITUTED. O- 00081E JOIST BELOW WALL 3. WOOD MEMBERS ARE EXPRESSED IN "NOMINAL" DIMENSIONS. LARGER MEMBERS MAY BE USED. DATE. 8 -20 -10 - 4. WHERE DISCREPANCIES OCCUR BETWEEN THE SHEAR WALL AND HOLDOWN SCHEDULES (OR OTHER SPECIFICATIONS), THE STRINGENT SPECIFICATIONS SHALL GOVERN. • O- REFER TO ARCHITECTURAL FOR TRUSS CONFIGURATION 5. ALLOWABLE ANCHOR CAPACNY =5730/ FOR END WALL CONFIGURATION. 6. ALLOWABLE ANCHOR CAPACITY= 8515# AT CORNER CONFIGURATION AND 5065# FOR END WALL p7 - NOT USED CONFIGURATIONS. UNLESS OTHERWISE NOTED: S - 3 a. HOEDOWNS SHALL BE INSTALLED AS CLOSE AS PRACTICAL TO THE END OF THE SHEAR WALL. O 8 - OPTIONAL DOOR- PROVIDE HEADER WHERE DOOR PROVIDED, WHERE DOOR NOT PROVIDED OMIT b. ANCHOR BOLTS SHALL BE LOCATED NO CLOSER THAN 5" FROM A CORNER OF THE FOUNDATION. HEADER AND HOLDOWNS, MAKE SNEARWALL CONTINUOUS, c. USE COMMON NAILS. d. FOUNDATION STEM WALLS SHALL BE A MINIMUM WIDTH OF B ". B SCH EDULE: -=, — • • • PREMANUFACTURED �, N>P6ox. 6reN s¢E cauNB B19E wNCms o WOOD TRUSSES I chin sPxN o �GhT ,22,,,= ' OTHERS O.C. Y - B nvrx Nrin6rtQ ..B a N/A OM OTHERS - B fib) [owxrs 12-31-20121 I O O x-0 BXB V B NA I, ■ • ■ :.I 1• • • ■ • • ��I • — AXIO • i i u i ® ® B alD o SIMP60e NDai01F ■ e . 1 • MI. \--s--- 1 I II I Q e' -0' COI a "/A i 6 h 7 xxe a "/" "a y1J I /�� �,� ID n A. -0. 010 a "/A I _ °/' o 1 Q p_e• Xxm a N/A — O _ it ly e' —o' 4XID D swsox Nucu°a 2 13 I r+ OVERF D O.C. a e ' -v- xxlo 0 N/A r' I I� :AI I;;: .1 S xxlD a "/A ,I� • N / ®' I Y, C> MO B N/A T I. W _ —� I ,.:1 � n r -D' 4,11 a "/" V W .: 1: -" I _ �� VIII II \ I I � , I 1.•'. T'. ,I. y ® l e ' - Q s I/87 IC 1/]' C "A Z J x __II I) — V � i rl "<I - ' ' ` �� 19 6' -� Q e 1/B'S 101 /]' 0 NA N/A W G ` ' - J ©D x' -.• .ra a "/" O . , ,,' , , ,. , ,',. . .' ill, O Ft o —!L _ L P I , rt ' I — 1 L � -_ PREMANU FACTURED Q _ y ,< N Q — — ---1/ '----- ..''l I 24DO O.CR USS � E , S Q _ _ ' V 8 / I i , H L ' I I OTHERS TYP. a _ _ • LL IN �— . O w so O lN 6 MI 02 or y . I ' : . I �- BEAR TRUSSES e I /'I'.% I I Q Z U 5D2 ♦n g z COLUMN SCHEDULE: COLUMN TYPE MEMBER CAP -UNO BASE- UNO (IN NAILED ®0SkNG GORED r © (2) 2X6 (IN WALL) NAILED W/ 16d 0 6" O.C. STAGGERED ) ` 0 A -- 43t SI S,ON. ACLOiet1SF.4 ---S S BU46 Cle O 6x6 SIMPSON AC6 OR ACE6 SIMPSON ABU66 O 6x8 DF #1 SIMPSON CCQ68SDS2.5 SIMPSON CB68 !� 0 4X4 SIMPSON AC4 OR ACE4 SIMPSON ABU44 FOR SIMPSON ABU BASES, PROVIDE THRD'D EPDXY DOWEL WITH SIMPSON SET -XP EPDXY (6" EMBEDMENT) WITH DOWEL DIAMETER AS SPECIFIED BY MFR, REV DATE KEY NOTES: 1 9-27 -10 0 - AUGN POST WITH END OF BEAM ABOVE a CEIVED Dwight Mason Structural Design, Inc. APR - 5 2011 P.O. Box 683 Beavercreek, Oregon 97004 (503) 632 -886 CITY OF TIGARD BUILDING DIVISION • STRUCTURAL CALCULATION PACKAGE DMSD JOB # 10 -025F /Or ANWI? }¢ N p ,�q _ pq�� r 6 Y L E� 1 4_,.. 'i r :.°'k , it I / T t S d ?/ 14,- Z a o E am"'e''''''''''''' lirleYSSV3:12 - tfi - ARBOR CUSTOM HOMES PINEHURST FRENCH PORTLAND, OREGON 8/20/10- Rev 3/30/11 The attached calculation sheets 1 through 26 verify the structural adequacy of the above referenced project shown on drawings Si through SD2 dated August 20, 2010. The design is based on the requirements of the 2010 Oregon Structural Specialty Code. This engineering package is only valid for the above referenced structure at the location noted above with a original stamp and signature in blue ink. is I Proj ect Summary General Information Project Name /Location: Pinehurst French - Portland, OR Client: Arbor Custom Homes Dwight Mason Structural Design, Inc. Job #: 10 -025 Date: 8/18/10 Revised 3/30/11 Design Parameters Code: 2010 Oregon Structural Specialty Code Seismic: S =.77, I =1.0, R =6.5, seismic design category D Wind: V35 =95 mph , Exposure `B ", X =1.00 Snow: p 25 psf Live: L = 40 psf (Single Family Dwelling Occupancy) Soil: Allowable Bearing = 1,500 psf (Assumed) Project Scope Structural Design of a single family residence approximately 2680 square feet of structure. The residences are a single story. The structure consists of wood light framing supported by continuous spread footings. The lateral system consists of wood shear walls. Calculation Index • • Project Summary page 01 • Reduced Plans and Elevations (NTS) page 02 — 10 • Wind and Seismic Load Calculations page 11 — 15 • Gravity Framing Members page 16 — 24 • Footings page 25— 26 2 ' • • a _ o 0 0 0 8 a a 8 81 I Ali © v 8 ° N.D -_ _JJ _ s © 8 0 9 1,2 O j, TJI1 0 32" � O.C. O !I MO. d _ F 1k � �``, �� ■ ■ It te° b .0.41 e #11 II 1 i mmill �W .. P1 _ mom �.. 4 11.• NM TYP. .111 8 -0" TYP 40 II I B© MI mull _ P, —ill _NI - -- -- � I — m TYP. III EN 1 Ark lir 0 _ • ____ . 1.1 TYP. I= O -__/- \ / TYP. 8 8 A_ 18 co 0 � C III . :4 1CI Aft • < ^y / r— r O O • © v © a © 8 B CI el HEDULE: CAP -UNO BASE- UN0 . ON WALL) NNLEO W/ 16N 0 6' 0.1. SNIGGERED I ON WAIL) NAILED W/ 16d 0 6' O.C. STACCE0EO SNP50N OCR OR 01E0 I SIMP ON AUU16 FOUNDATION PLAN/ MAIN FLOOR FRAMING s `" LE C 1 \ I /l'm I' -0 S -Zf 51NP50N AC6 OR ACE6 SIUP5ON AUU66 • ∎I II 3 A 8 Z\ 8 8 A 1 \ 111 X pa ". :. © .., i i_I- \.'" / 8 ! H 8 / STD < 8 Al 8 n 4T I Iezez II 1,1/00,,,00/ =5:F----!..' e . I I A j I ;,I STD . [ i L / L. r, / / / • STD .,,. d e i IL / / A 8 A 0 IN • / /� / \ 0 / \ 8 A 8 A CI) . MAIN FLOOR SHEAR/ BEARING WALL PLAN say N . PREMANUFACTURED WOOD RUSSES . . e 24" O.C.- BY \°/ OTHERS TYP. ° of 11 . I ., I �. IIIIIIIIIIIMIMNI ©. O 0 I_ M Bak —_ . g" ori1 %I %l /MIIIIIIIII C -"''I 2 X 6 Mr" I, I � ''' / /III DV:® � 1 � 24' O.C. 4.1/I �I �I �i PREMANUFACTURED I / WOOD TRUSSES - Si I AI 410 Si AI 41 / , l , I it 24" O.C.- BY . r i II i I• I• l +�J OTHERS TYP. \ Pill /i/ %1 % %1 Al ;.1016/M M% NW K W A! it � 1 N .I I �i 4 1 A l A1 J..41 / i �� ! I/ / r Wes, ∎ 1 0 - o / •A 7 fa ! %1 %I Ir lAIWN 1 _ PREMANUFACTURED ,/ I /� II / . ; ,, r 1i r 1 WOOD TRUSSES , pp . 0 i►A /i / % 1 _ / m i IM 24" O.C.- BY _ /MMII ,�� " i' row I. OTHERS TYP. s 2 4 . ..: A Al Ai � ii�J WV / riirdr"'PATANAIIII OF 1 ETSMINIMUIIMILLI Al I /���i II� , �E .. 13 i A T QILi i- • __ a m m iD 7 , 6 e ®" A O ROOF FRAMING PLAN SCALE \ • • 7 COLUMN SCHEDULE: COLUMN TYPE MEMBER CAP —UNO BASE— UNO O (2) 2X4 (IN WALL) NAILED W/ 16d @ 6" O.C. STAGGERED CD (2) 2X6 (IN WALL) NAILED W/ 16d @ 6" O.C. STAGGERED CD 4x6 SIv1PSON AC4 OR ACE4 SIVIPSON ABU46 CO 6x6 SIMPSON AC6 OR ACE6 SI v PSON ABU66 O 6x8 DF #1 SI vIPSON .CCQ68SDS2.5 SIMPSON CB68 O 4X4 SIMPSON AC4 OR ACE4 SIMPSON ABU44 FOR SIMPSON ABU BASES, PROVIDE THRD'D EPDXY DOWEL WITH SIMPSON SET —XP EPDXY (6" EvIBEDMENT) WITH DOWEL DIAMETER AS SPECIFIED BY vIFR. FOOTING SCHEDULE: FOOTING # FOOTING SIZE O a 18 "— x, 8" ROUND FOOTING O b 20 "— x 10" ROUND FOOTING 24" x 24" x 10" FOOTING W/ (2) #4'S E.W. <> 30" x 30" x 10" FOOTING W/ (3) #4'S E.W. O 3 36" x 36" x 12" FOOTING W/ (3) #4'S E.W. O 4 42" x 42" x 12" FOOTING W/ (3) #5'S E.W. 48" x 48" x 12" FOOTING W/ (4) #5'S E.W. % 54" x 54" x 15" FOOTING W/ (5) #6'S E.W. O 7 24" WIDE X 48" LONG X 10" FOOTING W/ #4 ©12" 0.C. E.W. (-f FOUNDATION BEAM SCHEDULE: BEAM # APPROX. BEAM SIZE COLUMN TYPE HANGERS CLEAR SPAN TYPICAL HEADER TH N/A F1 8' -0" 6X10 C OR D N/A 1 5' -0" 6X10 C OR D N/A I KEY NOTES: 0 - ALIGN POST. WITH END OF BEAM ABOVE 0 - NOT USED O - ALIGN TRUSS WITH WALL - PROVIDE DRAG TRUSS CAPABLE OF TRANSFERRING 1700# FORCE FROM TOP TO BOTTOM CHORD _ ALIGN TRUSS WITH WALL - PROVIDE DRAG TRUSS CAPABLE OF TRANSFERRING 1000# FORCE FROM TOP TO BOTTOM CHORD - DOUBLE JOIST BELOW WALL - REFER TO ARCHITECTURAL FOR TRUSS CONFIGURATION 0 - NOT USED - OPTIONAL DOOR- PROVIDE HEADER WHERE DOOR PROVIDED, WHERE DOOR NOT PROVIDED OMIT HEADER AND HOLDOWNS, MAKE SHEARWALL CONTINUOUS. WALL NOTES: SPECIFIED SHEAR WALLS ARE INDICATED BY WALLS: A — INDICATES REQUIRED NAILING — SEE SHEAR WALL SCHEDULE — INDICATES REQUIRED HOLDOWN — SEE HOLDOWN SCHEDULE SPECIFIED BEARING WALLS ARE INDICATED BY WALLS: % / / / / /// / / //A REF 4 /SD3 @ OPENING • USE "STD" NAILING W/ NO HOLDOWNS UNLESS OTHERWISE NOTED. • USE DETAIL 11/SD1 AT EACH TOP PLATE SPLICE IN PERIMETER WALLS AND AT INTERIOR SHEAR WALLS. • USE DETAIL 12/501 AND 13 /SD1 (WHERE APPLICABLE) AT THE CORNERS OF ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. • USE DETAIL 8 /SD1 FOR TYPICAL PERIMETER FOOTING REINFORCEMENT UNLESS NOTED OTHERWISE. • USE DETAIL 9 /SD1 WITHIN 4' OF EACH HOLDOWN ANCHOR. • NAIL ALL PONY WALLS @ THE SAME SCHEDULE AS SHEAR WALLS ABOVE UNLESS OTHERWISE NOTED. USE DETAIL 10 /SD1 FOR HOLDOWNS AT PONY WALLS. • USE DETAILS 5 /SD1, 6 /SD1 AND 7 /SD1 FOR TYPICAL INSTALLATION OF SIMPSON HOLDOWNS TYP. • LOCATE HOLDOWNS AS CLOSE AS POSSIBLE TO ENDS OF SHEAR WALLS UNLESS OTHERWISE NOTED. SHEAR WALL SCHEDULE (PER 2010 IBC, ANSI /AF &PA SDPWS -2008) MARK // PANEL FASTENERS @ PANEL INTER. REMARKS ASD ALLOWABLE SHEAR TYPE EDGES STUDS WIND SEISMIC 7 / 6 " APA— 8d COMMON 6" 0.C. 12" 0.C'. 335 PLF 240 PLF A RATED PANEL NAILS 7 1 6 " APA— 8d COMMON SOLID 3x MAT. @ A RATED PANEL NAILS 4" O.C. 12" O.C. ADJOINING PANELS 490 PLF 350 PLF j6" APA— 8d COMMON SOLID 3x MAT. @ RATED PANEL N 3" 0.C. 12" O.C• ADJOINING PANELS 630 PLF 450 PLF 7 /6" APA— 8d COMMON SOLID 3x MAT. @ RATED PANEL NAILS 2" O.C. 12" O.C. ADJOINING PANELS 820 PLF 585 PLF � t APA— 8d COMMON SOLID 3x MAT. @ / A \ RATED PANEL 3" O.C. 6" O.C. ADJOINING PANELS 1260 PLF 900 PLF NAILS EA. SIDE A �6 APA— 8d COMMON SOLID ix MAT. @ / \ RATED PANEL NAILS 2" O.C. 6" O.C. ADJOINING PANELS 1640 PLF 1270 PLF EA. SIDE SHEAR WALL SCHEDULE NOTES: 1. UNLESS OTHERWISE NOTED, ALL SHEAR WALL FRAMING TO BE 16" O.C. MAXIMUM. 2. UNLESS OTHERWISE NOTED, DESIGNATED SHEAR WALLS ARE TO BE BLOCKED AT ALL PANEL EDGES AND SHEATHING IS TO EXTEND FROM BOTTOM PLATE TO TOP PLATE. 3. WHERE SPECIFIED SHEAR WALLS REST ON FLOORS, THE BOTTOM PLATE IS TO BE FASTENED TO A FLOOR JOIST OR BLOCKING BELOW THE FLOOR SHEATHING WITH 16d NAILS @ 4" O.C. STAGGERED. 4. 8d GALVANIZED BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS. 5. UNLESS OTHERWISE NOTED, ANCHOR BOLTS FOR "STD" SCHEDULE WALLS ARE TO BE %8 "o ANCHOR BOLTS @ 48" O.C. W/ 7" EMBEDMENT AND A 2x MUD SILL. FOR "A "B ", "C ", "D ", "E" SCHEDULE WALLS, SEE THE TABLE BELOW FOR MAXIMUM SPACING OF BOLTS EMBEDDED 7 ". ANCHOR BOLT SCHEDULE: A B C D E 1/2" 24" O.C. 19" O.C. 15" O.C. 9" O.C. 7" O.C. 3 "x3 "x 1 /4" MIN. GALV. PLATE WASHERS SHALL BE USED AT ALL SHEAR WALLS. ANCHOR BOLTS SHALL BE PLACED 5/8" 35" O.C. 27' O.C. 21" O.0 14" O.C. 10" O.C. 2" FROM THE CONCRETE EDGE OF THE SHEATHED WALL FACE SUCH THAT THE EDGE 3/4" 48" O.C. 37" O.C. 29" O.C. 19" O.C. 14" O.C. OF THE PLATE WASHER IS WITHIN 1/2" OF THE WALL SHEATHING. THE ANCHOR BOLTS SHALL MAINTAIN 1 3/4" EDGE DISTANCE MIN. SIMPSON MASA 26" O.C. 20" 0.C. 16" O.C. 10" O.C. 8" O.C. -1 HOLDOW\ SCH -D,,LE MARK HOLDOWN ALLOWABLE FASTENERS MIN. SIZE FASTENERS # CAPACITY CONNECTION TO POST (6" WALL CONNECTION TO IN POUNDS FRAMING MEMBER LISTED) FOUNDATION I — NONE REQ'D 1 LSTA36 1640 (24 ) 10d 2x6 MSTA36 2050 (26 ) 10d 2x6 CS16 1705 (26) 8d 2x6 121 CS16R 1705 (22) 10d 2x6 3 MST37 2095 (20) 16d (2) 2x6 141 MST48 3370 (32) 16d (2) 2x6 5 MST60 4830 (46) 16d (2) 2x6 6 CMST14 6490 (66) 16d (2) 2x6 7 LTT2OB 1500 (10) 16d (2) 2x6 SIMPSON SSTB16L 8 HDU2— SDS2.5 3075 (6) SDS 1/4X2.5 WOOD SCREWS (2) 2x6 SIMPSON SSTB24L 191 HDU4— SDS2.5 4565 ;10) SDS 1/4X2.5 WOOD SCREWS (2) 2x6 SIMPSON SB5/8X24 10 HDU5— SDS2.5 5175 ;14) SDS 1/4X2.5 WOOD SCREWS (2) 2x6 SIMPSON SB5/8X24 11A 5980 —(NT5) (2) 2x6 1 1 8 HDU8— SDS2.5 6970 —(NT5) ;20) SDS 1/4X2.5 WOOD SCREWS 4X6 SIMPSON SB7/8X24 11C 7870 —(NT5) (3) 2X6 12A 9535 —(NT6) 6X6 SIMPSON SB1 X30 IDU 11— SDS2.5 1175 —(NT6) ; 30) SDS 1/4X2.5 WOOD SCREWS 6X8 12B 1" DIA. F1554 GR 36 13A HDU 1 1— SDS2.5 9535 ;30) SDS 1/4X2.5 WOOD SCREWS 6X6 THRD'D ROD W/ 10" 13B 11175 6X8 EMBED. INTO FOOTING HOLDOWN NOTES: 1. THE NUMBER IN THE SQUARE ON THE FLOOR PLANS SPECIFIES THE TYPE OF HOLDOWN REQUIRED. A "(2)" PRECEDING THE NUMBER MEANS TWO STRAPS ARE REQUIRED ONE ON EACH SURFACE OF THE WALL. 2. ALL SPECIFIED PRODUCTS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. ANY PRODUCT OF EQUAL OR GREATER CAPACITY MAY BE SUBSTITUTED. 3. WOOD MEMBERS ARE EXPRESSED IN "NOMINAL" DIMENSIONS. LARGER MEMBERS MAY BE USED. 4. WHERE DISCREPANCIES OCCUR BETWEEN THE SHEAR WALL AND HOLDOWN SCHEDULES (OR OTHER SPECIFICATIONS), THE STRINGENT SPECIFICATIONS SHALL GOVERN. 5. ALLOWABLE ANCHOR CAPACITY =5730# FOR END WALL CONFIGURATION. 6. ALLOWABLE ANCHOR CAPACITY= 8515# AT CORNER CONFIGURATION AND 6065# FOR END WALL CONFIGURATIONS. UNLESS OTHERWISE NOTED: a. HOLDOWNS SHALL BE INSTALLED AS CLOSE AS PRACTICAL TO THE END OF THE SHEAR WALL. b. ANCHOR BOLTS SHALL BE LOCATED NO CLOSER THAN 5" FROM A CORNER OF THE FOUNDATION. c. USE COMMON NAILS. d. FOUNDATION STEM WALLS SHALL BE A MINIMUM WIDTH OF 8 ". BEAM SCHEDULE: BEAM # CLEAR RSPAN BEAM SIZE COLUMN TYPE HANGERS TYPICAL HEADER O• 4x8 B N/A Oj 9' -0" 4X8 B N/A O 2' -0" 6X8 B N/A 0 7' -6" 4X10 B N/A 0 3' -0" 4X8 B N/A O 6' -6" 4X10 B N/A ®6 13' -8" 4X10 D N/A Oj 4' -0" 010 D SIMPSON HUC410TF O 9' -0" 4X10 D SIMPSON HUC410TF 6' -0" 4X8 B N/A 10 _ 3' -0" 4X8 B N/A 11 4' -0" 4X10 B N/A 12 3' -6" 4X10 B • N/A 0' 6' -0" 4X10 D SIMPSON HUC410TF 14 8' -9" 4X10 D N/A 15 5' -0" 4X10 B N/A 16 5-0" 4X10 B N/A 17 3' -0" 4X8 B N/A 18 16' -3" GL 5 1 /8 "X 16 1/2" C N/A 0 6' -4" GL 5 1/8 "X 10 1/2" D N/A 20 2' -4" 4X8 B N/A 21 - - - 0' - - 23 - - - 24 - - 25 - 26 - 27 - - 0 - - - • 'I Wind Loads (Simplified Analysis Section 6.4 ASCE 7 -05, 2009 IBC): DMSD Job #10 -025F 3 sec. gusted wind speed = V3S = 95 mph wind importance factor = I = 1.0 Exposure factor = B heave = 9 ft hpeak = 26.25 ft hmean = (heave + hpeak)/2 = 17.625 ft adjustment factor for building height and exposure (fig. 6 -2, ASCE 7 -05): �= 1.00 roof slope = rise /run = 10 /12 roof angle (pitch) = 39.81 deg least horizontal dimension = d = 50 ft topographic factor = K = 1.0 (method 2, figure 6 -4, ASCE 7 -05)- Assumed stock home 2a = 2 *(max(min(0.1 *d 0.4 *h *d = 10 ft Wind pressures (figure 6 -2, ASCE 7 -05): (case 1 pressures - worst case uplift) for 95 mph wind: horizontal pressures: factored horizontal pressures: • end wall = A = 17.8 psf psA = X *K *A = 17.8 psf end roof = B = 12.2 psf pse = a. *K *B = 12.2 psf interior wall= C = '14.2 psf Psc = X *K *I *C = 14.2 psf interior roof = D = 9.8 psf pso = X *K *I *D = 9.8 psf vertical pressures: factored vertical pressures: end windward = E = 1.4 psf PsE = X *K *I *E = 1.4 psf end leeward = F = -10.8 psf p *Krt *I *F = -10.8 psf interior windward = G = 0.5 psf PsG = X *K *I *G = 0.5 psf interior leeward = H = -9.3 psf PeH = X *K *I *H = -9.3 psf end windward overhang = Eoh = -6.3 psf Pseoh = X *Kr *Iw *Eoh = -6.3 psf windward overhang = Goh = -7.2 psf PsGoh = A,*K *I *Goh = -7.2 psf L . Seismic Loads (Simplified Analysis Section 12.14 ASCE 7 -05, 2009 IBC): DMSD Job #10 -025F Right Unit Sos = 0.770 Worst Case Metro Area R = 6.5 (Table 12.14 -1) number of stories = 1 DL roof = 18 psf DLnoor = 15 psf DLext. watts = 12 psf DLint walls = 8 psf Seismic Dead Load Calculations: Upper Floor Areanoor = 0 ft lengthintwan = 212 •ft Areanoor = 3188 ft length = 224 ft height = 4.5 ft W2roof = Arearoof * DLnoor = 57384 # W2noor = Areanoor * DLn = 0 # W2extwaiis = lenghtextwalls *(height„ ail /2 *DL was = 12096 # W2intwaiis = lengthintwan * (height;lwall) / * DI walls = 7632 # W2 = W2roof W2noor {' W2extwalls {' W2intwans = 77112 # W =W2 77112# Base Shear (eq. 12.14 -11): F= 1 V = F *Sp *W /R = 9135 # 0.118 QE = 0.7 *V = 6394 # (for allowable stress) • LATERAL SHEAR CALCULATIONS Due to Wind and Seismic Loads: Date: 3/30/2011 Job: M S ; 10 -025 ..at.1 Wind Seismic Total Total Minimum Aspect Shear Shear Wind Seismic Total of Total Width Percentage of Shear P Line Line Wind Seismic Wind Seismic Max Line Line Full- Height of Perforated Perforated Resistance Segment Shearwall Ratio Wall Type - Wall Type Shear Wall Shear Shear Shear Shear Line Line Wall Pier Shearwall Shearwall Adjustment p Shear Shear Shear Height (ft) Segment Adjustment Seismic - - Wind - (Ibs) (Ibs) Above Above Shear Shear Length (ft) Segments (ft) Sheathed ( %) Factor (Of) (plf) (Pin 9 ( ) (Ibs) (Ibs) (Ibs) (Ibs) Length (ft) Factor h!w <3.5 h /w <3.5 Upper Floor Front -to -Rear , A 6704 3197 . 6704 3197:::, '.,( ;42 :42' ` . :.< 100 %:`; '::. '"'"::':.1 1.3 :'-158:,: ''-' 98:.. 158 - :: 9:00:.. 42.42• 1:00 STD'' STD B 6704 3197 6704 3197 23.67 23.67 100% 1.00 1.3 283 176 283 9.00 7.33 1.00 STD STD • sum , 13408 6394 Upper Floor Left- to -Right 1 5498 3197 5498 3197 20.04 20.04 100% 1.00 1.3 274 207 274 9.00 3.00 0.67 A STD 2 5498 3197 5498 3197 ":•. 22.77 ' - : - : . 22.77 C °100 %' ': - ,1'.00'. :1.3 ' 241' , 183 .241 9.00 3.13. : . 0.69 A' •, .. STD .. sum I 10996 6394 vv 3/30/2011 • (I Job# I i 2 , :*: 10 -025F UPLIFT CALCULATIONS }FOI IND UPLIFT I�UUVN ABOVE 60 PERCENT Ur DEAD LOAD IS USED TO RESIST OVERTURNING DUE TO VINO AND SEISMIC LOADS PER ED 16 -11 AND 16-12 W W IND UPLIFT I DEAD LOAD TO RESIST SEISMIC LOAD IS REDUCED AN ADDITIONAL 3y 2•Sds 'HMI TO ACCOUNT FOR VERTICAL EFFECTS Or SEISMIC LOAD PER ED 16 -50. I P SPREAD SHEET CALCULATIONS ARE TYPICALLY FOR WORST CAS WALL PIERS, EXCEPT AS NOTED. AND WALL SPECIFICATIONS ARE 10 BE USED FOR ALL p WALL PEIRS ON THAI WALL LINE I VIOIAL _ ' —" \ CASE 2, SHOWN BELOW. IS USED TO INCLUDE OVERTURNING MOMENTS FROM UPPER FLOORS BOTH METHODS GIVE THE SAME RESULTS. V vpper r ot vRPer o n), , V I t I h . WR 'al F ol CASE I EASE 2 ,i I / I OVERTURNING CALCULATIONS 44 d WIND UPLIFT = IVlnt91)(UI6) • 0rrt4 9havel(II • (Vnlnd tml,F t)(U(1)(5) - I6IIPX)(U - ( fi)(VX)(UI 51 Roof Weight 18 d • Floor Weight 15 Fo, FOOWN S EISMIC UPLIFT = (VtotoO(0Ih) • (Ent nbove)(U • ( 711 P)(Sds11PXX0 • (7)( 7)(Sd,)(VA)OX.5) - (6)(H)() - (JXWd](O(5) rd Wall Weight 12 Wind Seismic Wind Seismic MIN Height Holdown Uniform Uplift Uplift Wind Seismic Mark Unit Unit Length of Wall End Dist Dead Load Information Wind From From Uplift Uplift Hldown Req'd Shear Shear of Shear Pier (ft) (in) Uplift (plf) Upper Upper (Ibs) (Ibs) (plf) (plf) Wall (ft) Floor (Ibs) Floor (Ibs) Roof Floor Total Trib. Trib. Wall End Dead Length .Length Dead Load Load Upper Floor Front -to -Rear . A : ..: t : "158:; _.. ' 98 ; M : ': ; 42 :42 ` °:, 9.00 S' r -.: - 6 : , ::'r .,•..8.75" U ; • i ..: a; .11262. t at. , 200. > ::,.., 95.:. .:;: ::: i -- ::.: _73 :;.<. : . 418 ?, ..::• .: ;None :::' ... B 283 176 7.33 9.00 6 4.08 1331 200 44 2352 860 #8 Upper Floor Left -to -Right •_ •.:. 1:_ •L':y- r: 274. 207:':::. ':;_3.00.. :Z 1:.;9.00':; - ;r- ';.6.:;t',: ...2.00'•' '. _. •: "432- '::':..:20D -.: ::.'.,:.22..:::;.: >: °,_,::'_' - - '.:r. :.._>' ; t; :, 2702 1790:' :.. - : -...' :>• #8c c:.. 2 241 183 3.13 9.00 6 2.00 450 200 22 2324 1500 #8 3/30/2011 Iiiiiiga .. Dwight Mason Structural Design, Inc. e . I H 1 L; 1,___--i_i.: -• !, i : : !, 1, : 1. , . 1, ---1-, 1 ,.J_,J,--.:. -,-.1-1-i-i---i-±----!,- ._, _ 1 , , _ , -,-T - : 1_1: ; ___,: : __T i i 1 , , ._-,,_=; - 1 --- ,__,___L4_ 42( -�'-- \�--�'--�. 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' } i ' | --- -- ----- '---- - ---'�-� T --• -'-�- ----.: - -' � | _ i � � ' i | l _[�] ' | / / ! ' | _� ----^'-- . --' -�- � '---- T -- � ---��' | _ J - �� - /� ---- �~'T---r'-�--- T � ' ---- --- � � ! | . - • | - / � � � � r --- • ___ ! ! | � � � �_ H ' ' / � ! � � � _+ | / --- l - T � ' -�---- -[-'-- . . . ' --- - ! - ' -- �� � - r - � '��� . i � I { | / / _ | : - ' i - 1 - 77 - - 1 / -- | I | - � - T - T - --- l - � 1 1 _ ' / ' | � | �__�_ ! | ' | 1 � L|' �i'�' L|� ' J-1 ' | |�' -, H | / _L� [ / ( - TT' - �T7 / -|l-'�-�T��t ! 1 : -���---- � ' ' Dwight Mason Structural Design, Inc Title : Pinehurst French Job #1n-025r , ' PO Box 683 Dsgnr: /� eeave�mek.oRo7oo4 Poiemoenc�� - 503-632-8863 Project Notes Printed: ,v MAR mv.ou2nw 'Description : . Beams TH, 1-10 BEAM Size: 4x8, Sawn, Fully Unbraced Calculations per 2005 Noo,. IBC u000.oauoom.Aousr-05 Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb'Tension 900.0 psi Fn'Pd| 1,350.0 psi Fv 180.0 psi Eband'xx 1.600.0 hsi Density 32.210 pcf Fb - Compr 900.0 psi Fc Perp 625.0 psi Ft 575.0 psi Eminbend xx 580.0 ksi Applied Loads UnifLuod: D = 0.0180, G=0.0250k/ft,Trib=13.58OM Uoif Load: D=O.015O.L=O.O40k/ft.Trib=V.0ft UnifLood: D=O.O12ONft,Thb=O.OM DosionGmnmary D(0.2444 S(0.3395) Moxfb/Fb Ratio = U.512• 1 m:Actual : 714.18 psi at 2.5ouMin Span #1 Fb : Allowable : 1,166.34 psi uouComb : +o~s+* • - • Max fv/FvRatio = 1 �� �� m : Actual a 65.59psi at 4.4nonin Span #1 �~ -- Fv : Allowable : 180.00 psi • � ft, ^° Load Comb: +D+S+H Max Reactions (k) 12 L 1. S W E LI Max Deflections Left Su rt 0.61 0.85 Downward L+Lr+S 0.027 in Downward Total 0.046 in Right Support 0.61 0.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2223 Total Defi Ratio 1292 ^^��-'-- �-��'�^-�--����-'^-�~���������-�^�~���^'�������^��^������������� � ��,��. BEAM Size: 4x8, Sawn, Fully Unbraced Calculations per couoNoS, IBC c000.caouom.Aaosr'os Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fh'Tension 900.0 psi Fo'PHI 1,350.0 psi Fv 180.0 psi Euend'xx 1.600.0 ko| Density 32210 pny Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads UnifLood: D = 0.0180, G=D.O25ONM.Thb=41OO Unif Load D = 0.0150, L=O84Ok/ft,Thb=O.0ft UnifLnad: D=O.012OWM.Thh=0.O Design Summary ' "=80'°"'^°' Max th/Fb Ratio = 0.036 : otzwesprefil ���c�aL n4��opo� o� 1�000n ioopan#1 Fb Allowable : 1,343.62 pa| Load Comb : +~SH Max fv/FvRatio = O 1 A A m: Actual 4.17 psi at 0.000 ft in Span # 1 Fv : Allowable : 207.00 psi ,^ Load Comb: +o+a+H Max Reactions (k) g L lz .a \IV. e_ LI Max Deflections Left Support 0.07 0.10 Downward L+Lr+S 0.000 in Downward Total 0.000 in Right pport 0.07 0.10 • Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 999999 Total Defi Ratio 66892 ~-^---^'~-----^----^-~~-~-^^~--~--^-'~--�~------------------------- BEAM Size: 6x8, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc Perp 625.0 psi Ft 575.0 psi Em!nhend'xx 580.0 ksi Applied Loads UnifLoud: D=O.O180. G=O.025OWM.Thb=O.OM Uni[ Load: D=08150.L=0.O40Wft.Trib=O.Oft UnifLuud: D=O.0120Wh.Thb=O.0M Point: D = 1.359, 8=2.26Nk@0.50M Design Summary ~~�~ Max fb/Fb Ratio = 0.505 : 1 � D(0.1080 S( fb :AomoL 522.26 psi at 1.aunft|n Span #1 Fu :A|lowaule : 1,033.60 psi Load Comb : +u+u+* Max�FvRaUo= O � 1 • - h m: Actual : 148.98 psi at 0.000 ft |n Span *1 Fv : Allowable : 207.00 psi 6.0 It, m* Load Comb : +o+o+H M�m_R�a���x (k) �� L l� _��_ W E H M _ ___ - ._ . . __'_ . . Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F PO Box 683 Dsgnr: Beavercreek, OR 97004 Project Desc.: it 503- 632 -8863 Project Notes • Prinlod:30 MAR 2011,12:22PM • ;fi;. =x.. ;. .z ,.:.oa a .,: •;w_.. x; : ....H , so o o r.. ea>c��; r.�oo25rf . � ,.�:.a �:� ..� �' � - -. , �f: -t,, -,,,. _ �` Wes,, fr;�C:1D gh ; ` an. liUOl 'Iiial:0esjgr1l,Pro'eots`10 -025 AttiortlIoine`s= } P, >ineliuistl2 ,1 �up�, - I,. ec r' ,i?"' ;� ,� a ` .�.;:»_,� .��� s. <v °i$ ";, . � � , .o.�a... '4.,.p��rs�.:.a -. xu.?c T��: .wMn:' 1 M 0 =1 Bein.., ,�;..., 1 1. , ., ..,, H ;��� � ,, > ,: r ��.�" ,., ' C ENERCP�LG,.ING 19832Q1t1„r.Uer 6r2� Lic:: #:c:KW= 06009044 _: u; ., . : _.. �.� !Licensee;: Woo Be tripe sr o n #3 � mm _ _ . �1��� � 3 +n `M1t'�9+ j �r:. Ri R S�Ti 'YY�.I'R'3akY'�ku�.kll$Ytk£ ... "sn [ FT. r 9kfi4 W_! MA2-0 y5B4i' ttYd?iti49' P'% A!' h6HT3:<45$.L°CRi214Rk13'!4 _ Y. BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend - xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 8.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0.1440 S(0.20) Max fb Actual Ratio = 581.53 psi t at 3.750 ft in Span # 1 i , -� . �r i � 4}4 ` � r cf 3 :'� �rM1t }W Aril Fb :Allowable : 1,233.63 psi y 1 P - ;--- ` r ` 14 " 'el P ai Load Comb : +D+S+H • : :� �.., ., - k Al;i m mS l Max fv /FvRatio = 0.231: 1 . • fv : Actual : 47.81 psi at 0.000 ft in Span # 1 Fv : Allowable : 207.00 psi • 7.50 ft, 4x10 Load Comb,: +D +S +H Max Reactions (k) D L Lr s w E H Max Deflections Left Support 0.54 0.75 Downward L +Lr +S 0.039 in Downward Total 0.067 in Right Support 0.54 0.75 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2322 Total Defl Ratio 1350 6VO13 ea ®eitie: #4 not used ',I: BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 Using Allowable Stress Design with.2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend - xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 8.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0.144' S(020) Max fb /Fb Ratio = 0.130:1 rAu , r ` - �` 3_ ,V R fb : Actual : 151.46 psi at 1.500 ft in Span # 1 :��� Fb : Allowable : 1,167.85psi Load Comb : +D +S +H Max fv /FvRatio = 0.102: 1 . . fv : Actual : 18.30 psi at 2.400ft in Span # 1 Fv : Allowable : 180.00 psi 3.0 a 4,01 Load Comb : +D +S +H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.22 0.30 Downward L +Lr +S 0.002 in Downward Total 0.004 in Right Support 0.22 0.30 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 17471 Total Defl Ratio 10157 W ,. o od 4 Beam ® °rgn BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(6.0360) S(0.050) Max fb /Fb Ratio = 0.153 • 1 'SSW - ~� a --,.r " -W fb : Actual : 177.76 psi at 3.250ft in Span # 1 3 IVAts , ' g �t4�t " rVi Fb : Allowable : 1,165.16psi .r M 4'., , S t . a <,,r .i- ., -t z.m „• Load Comb : +D +S +H • Max fv /FvRatio = 0.075: 1 • . fv : Actual : 13.55 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi 6.50 ft, 4,03 Load Comb : +D +S +H Max Reactions (k) D L Li s W E H Max Deflections Left Support 0.12 0.16 Downward L +Lr +S 0.011 in Downward Total 0.020 in Right Support 0.12 0.16 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 6870 Total Defl Ratio 3994 • Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F PO Box 683 Dsgnr: Y' Beavercreek, OR 97004 Project Desc.: 503 - 632 -8863 Project Notes : Pnnted:30 MAR 2011,12:22PM . ' z Yt ,gY�a., :,'^ A <'i�.l. ➢ `-:¢ �`. ^'5:;� uEb'i'^ k � f'.�,�� , ce.un,� 5` 0 ^' . ? r " �_` °' ,3' 6(' , m:06ti iloAstii.1 a1:pawiwri eo #1919,2 0 , ores Rine iiist1 91,6 °4ate\Ca"s FC40'-O r' T_'' � x'��`..w�:;;�r: =.,, -. � ., z ..;ns�n .;� � :ra„a. .r�� _, �' x' 65 ,::cm 9)4D' ` t� a . %9R,, ll;a ..; . -z 2 6 - : 1 : a CLS : . , .: ;, .. x j , 800 N 366 `, tl Ale 5a.rnpl � �� ,� � ��� _� �,ENERCALC X51983 201.1 U,er'�6 2 � _ Lic: #.: KW-06009044 . ", -, _ . F : .Licensee.:- axz ±1« »>xe W�oodB, #6 �..._._.�.____� -_ _... ..�..�. ..�......_._. .� sH , :.'� E s ;'� . • -,_..� 1,-swelY 4m2 �14"k e>tw.e}afte °Mg f. - -m... .. ^....4.fb...14419U111..#4k'.' _,. .94441 .'Y..... ..., .°2s33 BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 5.0 ft Design Summary Max fb /Fb Ratio 0.668 • 1 0(0991:' °2R050 fb : Actual : 818.74 psi at 6.830ft in Span # 1 1� 1r a f -�.°a Fb :Allowable : 1,225.17 psi a� x :T gr t' - 5 • V.- �A tL � � Load Comb : +D +S +H rti= � ,,�- At,�'. A.it i� %61 %- - egi �=3 _ • Max fv /FvRatio = 0.199:1 • • fv : Actual : 41.27 psi at 12.931 ft in Span # 1 13.6605, 4x10 Fv : Allowable : 207.00 psi Load Comb: +D +S +H Max Reactions (k) D L L• s W E H Max Deflections Left Support 0.66 0.34 Downward L +Lr +S 0.107 in Downward Total 0.311 in Right Support 0.66 0.34 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1537 Total Defl Ratio 526 Wood o D psi,. 9 -.47 BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per 2005 NDS IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32:21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 9.50 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0(0.171. S(0.2375) Max fb /Fb Ratio = 0i . • .-04r u 4 ,.... l fb: Actual : 196.43 43 ps psi at 2.000# Span an #1 �� ,,4 w�, {? Fb : Allowable : 1,076.83 psi e;x� , 5 sxt r :[F4 Load Comb : +D +S +H • ID Max fv /FvRatio = 0.130: 1 . A fv : Actual : 23.47 psi at 0.000ft in Span # 1 • Fv : Allowable : 180.00 psi 4.0a 400 Load Comb: +D +S +H Max Reactions (k) D L Li s W E H Max Deflections Left Support 0.34 0.48 Downward L +Lr +S 0.004 in Downward Total 0.006 in Right Support 0.34 0.48 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 12890 Total Defl Ratio 7494 �Wood�Beam ®eslc"i: -' #8 1 , BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bend Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 9.50 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0(0.1710) S(0.2375) Max fb /Fb Ratio = 0.807:1 r . 7 -4` l � � >; y ,, fb : Actual : 994.42 psi at 4.500 ft in Span # 1 q ; � W " , : 1 Fb :Allowable : 1,231.71 psi ' ; -6. �- .;,rt z= Load Comb: +D +S +H • • Max fv /FvRatio = 0.343: 1 A fv : Actual : 70.97 psi at 0.000 ft in Span # 1 • Fv : Allowable : 207.00 psi 9.011, 4x10 Load Comb : +D +S +H Max Reactions (k) D k Lr S W E H Max Deflections Left Support 0.77 1.07 Downward L +Lr +S 0.095 in Downward Total 0.164 in Right Support 0.77 1.07 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1131 Total Defl Ratio 657 Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F • PO Box 683 Dsgnr: II Beavercreek, OR 97004 Project Desc.: 503 - 632 -8863 Project Notes : Plinked. 30 MAR 2011, 12:22PM = W i 4 , 6 x "`�> " "" " p Y " '7 " " ` - iu ect's110" -025=A ` ?Homes? 'iieh rs"t12010iu da e tCabs>FC1O-- 025fiec6 ", :4 E n p x . -1>. - _ b ,-- D wight , t Q.,,,Striict . -; kj, t r ..y Z , 9 - ,,.f 4..:,,pa r ,«,; , ? U � . p't ; g do ,J , �;, „ i 5 , - t / ;. e ' ,, . .: ...,.: * t�, ' , zr R44,ENERG l NG,„�1i3 3 20 Pig 00y0N 36665 Lic #':`KW<06009044 a t.... :: , .. ;� 5x * . L "icensee Wood °m ®estgr #g ,. ._.. -__ . _ `.. __ _. ,..- ------ - _ ._�._. .......�....�.�. -._._ . 4 : . 1,etu ;r `rr. , : ricks .. "'.. :r V,V sE..^ yen ,, 47•+ssr , ..,-. ,: - e�rs a murex: wrgp rrss wr±enalVas,n1511wa. ;,a a!! arAkil �! :•: ^:': ° 7. � ., .arrrz��a�� .. sea_ �%�a�:���.•.;�.ar�s�a�� BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 5.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 6.0 ft Design Summary Max fb /Fb Ratio = 0.301 • 1 w�a t.- -ele;7 ; , =K . .- • fb :Actual : 351.01 psi at 2.500 ft in Span # 1 t t r y krv. , Fb : Allowable : 1,166.34 psi ' ,� � t - 5 . u t V , ,. eli Load Comb : +D +S +H • • Max fv /FvRatio = 0.179: 1 • • fv : Actual : 32.23 psi at 4.400 ft in Span # 1 Fv : Allowable : 180.00 psi 50 ft. 4 Load Comb : +D +S +H ' Max Reactions (k) D L Li S W E H Max Deflections ' Left Support 0.41 0.31 Downward L +Lr +S 0.010 in Downward Total . 0.023 in Right Support 0.41 0.31 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 6038 Total Defl Ratio 2629 Wood Bea ti Desi . 0 '.c - .ea ; M .,. . ., .�5 ??r. #1 ism N„ � _,...,_,., -: A. .".... _.. uwsaaS� I. WV , .......= +.. BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per2005 NDS IBC 2009, CBC 2010, ASCE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Pill 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0ro• S(0.050) Max fb /Fb Ratio = 0.032 • 1 ,r a F1w Mry fb : Actual : 37.87 psi at 1.500ft in Span # 1 " ' s r� Fb : Allowable : 1,167.85 psi i38 il , 5it�.g ttv .'A ' is Load Comb: +D +S +H 0 0 Max fv /FvRatio = 0.025: 1 . A fv : Actual : 4.58 psi at 2.400 ft in Span # 1 Fv : Allowable : 180.00psi 3.0 11, <xe Load Comb : +D +S +H Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.05 0.08 Downward L +Lr +S 0.000 in Downward Total 0.001 in Right Support 0.05 0.08 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 40630 • • Dwight Mason Structural Design, Inc • Title : Pinehurst French Job # 10-025F . PO Box 683 Dsgnr: IP Beavercreek, OR 97004 Project Desc.: 503-632-8863 Project Notes : Printed: 27 SEP 2010, 2:35PM SOPAFPMllr6;VaijVaaA8PX.,„,,;LR rA3,;"*„.,:14(0,.,.....l.t"4, Iding;;IFIVCAlgibtitiMa0W601,90008,6101,PAVAIMAIKIIfth:(100116%191025f#64 ; Ararita ;::'WW: ' !r '47140468,41:4'44tia4t1gaaaliii.OR9,0PiteggliWita„06*314: . Lic:-#: Evaluationllersion 4 • : . ,::::.*';' -,,...:...%..:;', .--.:.,.....i''';:','-%:.'"1-.::','',1''.','".1::.:.i'';■':'..:::1'..';";',..:.,,i-;:i.:.:.:: :7: .::.-=::LicenteOwner.:: Description : Beams 11-21 Is. mkiti4m444.7.474.10.4.4 • ,.: ,,,.. 1 ,I4Intil,Mrti titD,,,,-.W.W.d.en'~.±V.2'40°.t.t.1/trAi4t15191,4V4',10,WAVAS43".4.1rftetilftv,,,,,iftwt.t.O.,4,,,,,..4,,,,,kol.,14.V114,14P2,44t?Al BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007,.2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 16.50 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary oc0.2970) 0(0 4 12E4 Max fb/Fb Ratio = 0.317 • 1 fb : Actual : 341.16 psi at 2.000 ft in Span # 1 4,,,,ww,isroirq,..,ftww t Fb : Allowable : 1,076.83 psi .4A..,..r-FAikkoke Load Comb : +D+S+H • • Max fv/FvRatio = 0.226: 1 • • fv : Actual : 40.76psi at 0.000ft in Span# 1 Fv : Allowable : 180.00 psi • • 4.0 ft, 410 Load Comb : +D+S+H Max Reactions (k) _D L Lr S ILV E - LI Max Deflections Left Support 0.59 0.83 Downward L+Lr+S 0.000 in Downward Total 0.011 in - Right Support 0.59 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 4315 Pilletlit3V: if :;I; 4 -r. , .. ,,,,„ ., ...„,..,,„, - , , ,e. : <, en .m....mmr...m.tmarmmwome -41..#44-nwrommwArma---rwr..0=, BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007,2005 NDS - Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 16.50 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0 1.2970 S(0.412 Al■I 711•11■0._ , _ "IIII■I Max fb/Fb Ratio = 0.242 • 1 VE fb : Actual : 261.20 psi at 1.750ft in Span # 1 1`..-AVNt!-IPS*,Q*'=4:4R;t7TiltriArg Fb : Allowable : 1,077.25 psi PaWitir.ALZ2dC Load Comb : +D+S+H • • Max fv/FvRatio = 0.179: 1 A A fv : Actual : 32.22 psi at 2.730ft in Span # 1 Fv : Allowable : 180.00 psi 3.500. 4510 Load Comb : +D+S+H Max Reactions ( k ) D L. L .S_. W E U Max Deflections Left Support 0.52 0.72 Downward L+Lr+S 0.000 in Downward Total 0.007 in Right Support 0.52 0.72 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Deli Ratio 6441 W• Abelgalii:. .i.L_ ''' 3 • . .. - gliz-N •-•' -..:, ' --. --- •-,. • 4 <,,.......;,t. ' . . •,...ovrr4:1,E-1.-MTWa="k=410WafaZIMMU-P7M,IMP1ZM'Ar=V.WXFV,4.....,,,t'e,"1,,,,eztaa.FWAVAKWadV,30,AUVRIT&W 1,,mg=11e42;024A-Matam," BEAM Size : 4x10, Sawn, Fully Unbraced • Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bendin! Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 9.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0.1620 S(0.2250) Max fb/Fb Ratio = 0.389 : 1 rei 1,7,- fb : Actual : 418.70 psi at 3.000 ft in Span # 1 aW* Fb : Allowable : 1,075.11 psi kflaAjl - KGP,1 11 3 Load Comb : .+D+S+H • • Max fv/FvRatio = 0.223: 1 • A fv : Actual : 40.16 psi at 5.240 ft in Span #1 Fv : Allowable : - 180.00 psi Load Comb : +D+S+H DO ft, 4510 Max Reactions (k) D 1 I-r C w C U Max Deflections Left Support 0.49 0.68 Downward L+Lr+S 0.000 in Downward Total 0.031 in - „ ...... . , . ..... - - . Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F PO Box 683 Dsgnr: 2( Beavercreek, OR 97004 Project Desc.. 503- 632 -8863 Project Notes : Printed: 27 SEP 2010, 2:35PM .M iri gI :_s: I =d•�;c `:'s F F .a �Y; .' 5 �:~ a = , . ' , iaiif uiii117 01 Pfa jgbl110025 +AilAiiiitWIPinetiurstaii1 FC , . f� i a :.. . N t _ ; _. ``.r ,,,,' -,, .. , :z : �,F lle` ' C:I -, t frkfr � . r � es -a =:,._, . �,. H !; : ,z,4 ,f. :, a, ; M ; , m: < Ire. S rrn l ei B eam�Deslgn a` ' t, " r � a �� , " 'rERIERCAL I C'�c1983 ' i? � . �p � � p � � ��, s � �� � >�. ��a �� N '�OtiUert6 y1 51 N 25258 Lie # .Evaluation':Version ' a •< ;, ; . LtcenseOwner; -- ---------------------- . t Wood: Bream ®e 4s- , : ... . ..�. ''r����;s -. ek,i' � : nxc. �us. aeavasn�e- xuaea�t�r, Ktt�zn. �r- nroz�r=. �n�p^«. �4ker, �: .r�s�sa�amrnw�rrs.s+�aas +vxxre�: �+ass*�,±n�res��"�' - .. `.."` . ,, ^s. w, BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007,2005 NDS • Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.010, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0.0360 5(0050) Max fb /Fb Ratio = 0.184:1 (� ,.,, h , £ ,, , s , . W fb : Actual : 197.88 psi at 4.375ft in Span # 1 , ,� 4Mtr, �+ - y 'A 5 - - fg 1 "' -�� � Fb :Allowable : 1,072.60 psi I _.L` s1ii �:.,. ,_ " .7 WxetgigaLi k .4rsf*�0 .ailit,4tr Load Comb : +D +S +H • Max fv /FvRatio = 0.080: 1 A A fv : Actual : 14.41 psi at 0.000ft in Span # 1 Fv : Allowable : 180.00 psi 8.750 ft, .4x10 Load Comb : +D +S +H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.16 0.22 Downward L +Lr +S 0.000 in Downward Total 0.031 in Right Support 0.16 0.22 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live.Load Defl Ratio 999999 a Totl Deft Ratio 3400 and B� 1.0. . s gn #1 i !' �x8>. ....�.,.�7,:.�`t'' 3 i.3n:.�,�. "� ° sae cu�r��:: ,xrc�« �sa , .., .�.�, a: .� °�.�._ .0 -• ,m.,_'�:...m_..... .�. s:�aa . eae:w� ,. , ». .�...: ..�t ��n . . - - xa BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi .Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575:0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.010, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: 'D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0(0036515(0 e50) • Max fb /Fb Ratio = 0.052 • 1 r' ,= 3 ,r,,, s '; V i• fb :Actual : 64.61 psi at 2.500ft in Span # 1 ur . µ �r , t ) k c Fb : Allowable : 1,236.63 psi :n 3 � _.,;,.. i ,�� ,w�,Lt,. ='tt� - ;b1 , ? Load Comb : +D +S +H Max fv /FvRatio = 0.038: 1 . A fv : Actual : 6.91 psi at 4.233ft in Span # 1 Fv : Allowable : 180.00 psi 5.Q 4x10 Load Comb : +D +S +H Max Reactions (k) D L Lr s W E H Max Deflections Left Support 0.09 0.13 Downward L +Lr +S 0.000 in Downward Total 0.003 in Right Support 0.09 0.13 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 18226 1Nood� Beam� ®eslgrr `• , #1s ,._............._N ....._.... .w ............................. ............... .r................_._......,... ...._.....................w r � .g M w:i .s h " , ,r0,.'n; +man f...n€. 0 ' `+tae r r s0.3w0 sromc�c. . Rr€=0200: .: z a1- �� : � .M: sarsV IR7 s � BEAM Size : 4x10, Sawn Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending . Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - PrIl 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 3.0 ft Unif Load: D = 0.010, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary 0i0os40 5100750, Max fb /Fb Ratio = 0.090 • 1 i a -R m R - w ` . fb :Actual : 96.92 psi at 2.500 ft in Span # 1 x fi � , 1 • - 1 Fb : Allowable : 1,075.98 psi : ' W 4 .� Load Comb : +D +S +H III Max fv /FvRatio = 0.058: 1 • - fv : Actual : 10.36 psi at 4.233ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D +S +H 5.04 4R10 Max Reactions (k) D L L s W E H Max Deflections Left Support 0.14 0.19 Downward L +Lr +S 0.000 in Downward Total 0.005 in Right Support 0.14 0.19 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 12151 Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F , , , _ PO Box 683 Dsgnr: 22 Beavercreek, OR 97004 Project Desc.: 503 - 632 -8863 • Project Notes : Printed: 27 SEP 2010, 2:35PM .- ,�a, rya , �':3. "- � :.�. °„ -, ; � ^• �r - .:: ��, ..�;,o..,, ,;:� >s,:. �':vk` tti r . -<. s.; �. - r -AY =liC ';.s rO es 'ne'iirslk alas-Ft1 025free6 ������� >° '�:.€"�.':., , .._�.. „Fa e �C;ID.ivi" t. $"soil,Stii¢tiiral,Desj "ii1P .I�fs110�025 Atbo loom .Pl h >,, .,.,�:� � ,,g � e � ;,'.fin r; ��;i� ?.;��� �-i>'ss:�,, .rr�r " �� .,,g..�.av:;<r, �, g �.�,. . t...> �' . >� !.Mil a tl l'e S ° le Beam Desl: 11 '., k, ,:; :_ ,, ,Z ":iENBRCAL•C ING,1. 983 = OtIO V.eri61..5.0N =N Lrc #_. Evaluationitersron t License'OUirner:: 11U_ootl�B.em } µ y 17 ` .-I a m ,. X q , $ -,,,q , ; xa ,2.4,, ,4-o-tx ,Ainut,m,,:, -o. p,v.4"exv,, Av,: < ", - '":,.^,,o ,,,s.v, -, 3.,,.,,,.- . , ,- =,'kk,lmo:. ,;?uktt$9i:iQ ,,.....p,;Y ,,,,h,',.nK>„ BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PrIl 1,350.0 psi Fv 180.0 psi Ebend - xx 1,600.0 ksi Density 32.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0. psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trill= 18.0 ft Unif Load: D = 0.010, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0.3240 S 0450 Max fb /Fb Ratio = 0.292:1 r - � ' fb :Actual : 340.79 psi at 1.500 ft in Span # 1 �% Fb : Allowable : 1,167.85psi , . Load Comb: +D +S +H • • Max fv /FvRatio = 0.229: 1 A A Iv : Actual : 41.18psi at 2.400 ft in Span # 1 Fv : Allowable : 180.00 psi 3.0 fl, 4x5 Load Comb : +D +S +H Max Reactions (k) D L Lr s W E H Max Deflections Left Support 0.49 0.68 Downward L +Lr +S 0.000 in Downward Total 0.008 in Right Support 0.49 0.68 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 4514 ,.,, �..,..,. .. y ..,,y.,_ sr _�, .. w,, :......w.,... ..iu«,ay.,,,..,... ,a.... ....+.,.. :�...,cnsue,.-...n.. a, ...,.w._u.... « „--.« .,a ,- ...✓...- ......> ,...,... R,.. ...__..� ,, ..e' ............. ............... a .,w.«.«...,.��,a...,..a ...,,., .._.,« _u.. „_.... 7Ytdiod Bea iyes n . #18 TM x 4AVAA& g .:. :.l ,.7 rr ".',, ; x; :°M,.:^ 7 '?' z;,z13, .:.M'�n� �U wa44;::,. °r- �'s,:s=xc .' ^ a€�^ wa*' , k - BEAM Size : 5.125x16.5, GLB, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : DF /DF Wood Grade :24F - V4 . Fb - Tension ' 2,400.0 psi Fc - Pill 1,650.0 psi Fv 265.0 psi Ebend - xx 1,800.0 ksi Density 32.210 pcf Fb - Compr 1 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, 4.0 ft to 16.250 ft, Trib= 26.0 ft Unit Load: D = 0.010, L = 0.040 klft, Trib= 0.0 ft Unif'Load: D = 0.0120 k/ft, Trib= 0.0 ft Point: D = 1.360, S = 2.266 k @ 4.0 ft Design Summary 00, - Max fb /Fb Ratio = 0.865: 1 fb : Actual : 2,050.42 psi at 7.800ft in'Span # 1 D(04680 s(0650) Fb : Allowable : 2,370.61 psi 5-- 1 - er ; . M�„ `" s Load Comb : +D +S +H f- ml� E Max fv /FvRatio - 0.530: ��.� �._n - _- �� -��w_ , • Iv : Actual : 1 40.34psi at 14.896 ft in Span # 1 Fv : Allowable : 265.00 psi 16.2506, 5.125x16.5 Load Comb: +D +S +H Max Reactions (k) D L Lr s w E H Max Deflections Left Support 3.19 4.71 Downward L +Lr +S 0.000 in Downward Total 0.550 in Right Support 3.91 5.52 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 354 �, .. �, .� ..^rte; �; : "� �+��..�_ .._._ „_.� ..... ............... ....r,,.,,.,,._..... „,..._,.. °_ ____ ...,....__....._ a.,_, _....,,- ._...,.._....,......,.. t1N oodB,eam a®'esign: .-,,; 4f ' R . s� 4 ,,, xas sa 3s r a:x'4 , € ..g. .,F,a3 : WW,U = ; ,,, ' ;�3> ' 4 55'4. -, . , : V. ,,W,W1,: ',,,, '� '4 z5 x. >a w -':,.> 4,- , 1454.-,5 , N� ,, , � BEAM Size : 5.125x10.5, GLB, Fully Unbraced Calculations per IBC 2006, CBC 2007,2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : DF /DF Wood Grade :24F - V4 Fb - Tension 2,400.0 psi Fc - PrIl 1,650.0 psi Fv 265.0 psi Ebend- xx 1.,800.0ksi Density 32.210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 k/ft, 0.0 ft to 5.160 ft, Trib= 25.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft ' Unif Load: D = 0.0180, S = 0.0250 k/ft, 5.160 to 6.330 ft, Trib= 7.0 ft Point: D= 3.901, 5= 6.502k @5.160ft Design Summary I Max fb /Fb Ratio = 0.592 • 1 0(0450)5(06250) D(kl260)s(D�0) fb : Actual : 1,628.30psi at 4.874 ft in Span # 1 •' -` `3 i'� ` X79' . Fb :Allowable : 2,751.60psi ‘r ~- . r Load Comb : +D +S +H F . .� �., Max fv /FvRatio = 0,988: 1 fv : Actual : 301.05psi at 5.465 ft in Span # 1 A Fv : Allowable : 304.75psi 6.330 n, 5.125x10.5 Load Comb : +D +S +H Max Reactions (k) 2 L Lr s W g_ H Max Deflections , ., ....._._ _ -, 4 4 040 nn,.,n,., -,.r1 I it .ie n nnn I., n,.u,.....-,.-4 Tnf. I n noo in Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F PO Box 683 Dsgnr: g, Beavercreek, OR 97004 Project Desc.: 2 ✓ 503 - 632 -8863 Project Notes : Printed: 27 SEP 2010, 2:35PM - a r <w_, ll'I��'£ °„ x , . ` n . "IV,- I , I "4FPtp e' o "' , , wit "ra �De"s" p,§ a 1 .6*92,§ tio ; o� es- P 6ersio`025 i oo , �, . '� < � :.�j� . ������ ?' », � � '' ;�§ "IV,- "�. ;;�.: i � al• • � ;;: vnghttMason�Stl�ct U �l, ,.�9.,.c; %�)r, ��,: ., �: {���£� � , f<n <_ { AIII9M Mae Beam D sign_ ¢ ALA, gi ill � ENERGALC INC 1983 ,9110 V 01:51„ ,N 2040 I. Lic:'#.:?Evaluation>Version•. _ . • F ; ' .. .a: LicenseOwner: Paod eern Desl gn2 0 3,. 5; 3,,,,.... `k 445°%5 A`.#4E" 9.SS634Y34*-�143t4kx_ 9:SAb:S_tS'K'S#f'ft^-L4- kH4,,tII%£K°n - k k BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bendini Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 32.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unit Load: D = 0.0150, L = 0.040 k/ft, Trib= 25.0 ft Unit Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unit Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary D(0a75e MO) Max fb /Fb Ratio = 0.313:1 AiWir fb : Actual : 365.19psi at 1.165ft in San # 1 s ' f, 4 11 _ Fb : Allowable : 1,168.34psi p ri��- Load Comb : +D +L +H • • Max fv /FvRatio = 0.256: 1 . fv : Actual : 46.08 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi • 2.33011, 4n0 Load Comb: +D +L +H Max Reactions (k) D L Ls S W E H Max Deflections Left Support 0.44 1.17 Downward L +Lr +S 0.004 in Downward Total 0.005 in Right Support 0.44 1.17 Upward L +Lr +S 0.000 in Upward Total 0.000 in •Live Load Defl Ratio 7458 Total.Defl Ratio 5424 Dwight Mason Structural Design, Inc Title : Pinehurst French Job # 10 -025F , • , - PO Box 683 Dsgnr: A r Beavercreek, OR 97004 Project Desc.: `N 503- 632 -8863 Project Notes : Punted. 26 AUG 2010, 11:29AM , . s : art° = � ' _i* 7- 6 ` gryO al,12 "ii\FX0j ot"sf101:025t Cl o es i Pn alo`s'` `10' iec6 � � a d��` t �:� . �� � ' : e ��� =� ,�� F�Ie.c.1DV�9ht i ral .e�9,, ��s�. <.:.��, ra �. < i > 3, I n ' i �M�ultt%pla 4-UMP,le Beam D A g Y : v:; , , _ : • f i, - ��� �� � � � � � � �� ��� ENERCALO INCt�1983 20 0 Ver6�;.51,,�N 25258, Lis: #.:Evaluation Version . , e Owner: ... � � , . .. .. , , .. , � L�cen Description : Foundation Beams llloo Desl F1 z '�91•.'.�sxis°a'�e�' .r .. ,.. =.rn..xme„ +Mass . .= s°_; �s« tsnrms�a;* z�* s�+ s,m.^ m.a�sx: ss��; -« �svrnY �s. �:; �r: as^ �^ u�: � = ^�- � #�a,«�..��^sa:.�aruaz�rfe� BEAM Size : 6x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 32.210 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0180, S = 0.0250 klft, Trib= 0.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 10.0 ft Design Summary 0(0.150) L(0.40) Max fb /Fb Ratio = 0.731 • 1 Z M' k ,r a `nI' � y �h + i}` : Fb Allowable : 872.89 psi. si at 4.000ft in Span # 1 _t_,^..vt � A V V ,V,, f e � AAA Load Comb : +D +L +H • • Max fv /FvRatio = 0.300: 1 A A fv : Actual : 50.95 psi at 0.000ft in Span # 1 Fv : Allowable : 170.00 psi 6.0 ft, 6x10 Load Comb : +D +L +H Max Reactions (k) D L Lr s W E H Max Deflections - Left Support 0.60 1.60 Downward L +Lr +S 0.073 in Downward Total 0.100 in Right Support 0.60 1.60 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1323 Total Defl Ratio 962 ood B - am Deslgni F -2 .. Me.:. r.. asw •:::aa. ,,,. .,w .,.... aY ....ss:^::- •o.�- �,m: -;n - � BEAM Size : 6x10, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 32.21 pcf Fb - Compr 875 psi Fc - Perp • . 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Unit Load: D = 0.0180, S = 0.0250 klft, Trib= 25.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 5.0 ft Design Summary 6 °.4% ,c l Max fb /Fb Ratio = 0.597:1 �, T . � l fb : Actual : 521.28 psi at 2.500ft in Span # 1„' Fb :Allowable : 873.70 psi �'�'- d �£ . Load Comb : +D +S +H Max fv /FvRatio = 0.333:1 . fv : Actual : 56.67 psi at 4.217 ft • in Span # 1 , • Fv : Allowable : 170.00 psi 5.0 A. 6x70 Load Comb : +D +S +H Max Reactions (k) D L LE S W E H Max Deflections Left Support 1.31 0.50 1.56 Downward L +Lr +S 0.006 in Downward Total 0.037 in Right Support 1.31 0.50 1.56 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 10840 Total Defl Ratio 1605 Column Allowable Loads Column Stability Factor Col Lux Luy x y Area Fc Cd Cm Ct Cf Cp F'c Pall Fc* E E' Kce Fce le /dmax c Type 6x6 108 108 5.5 5.5 30.25 700 1 1 1 1 0.8 560.6_ 16958 700 1300000 1300000 0.3 1011.4 19.636 0.8 DFL #2 D 4x6 108 108 3.5 5.5 19.25 900 1 1 1 1.1 0.44 435.6 8386.2 990 1600000 1600000 0.3 504.12 30.857 0.8 DFL #2 C 4x4 108 108 3.5 3.5 12.25 900 1 1 1 1.15 0.42 439.3 5381.6 1035 1600000 1600000 0.3 504.12 30.857 0.8 DEL #2 F 6x8 108 108 5.5 7.3 39.88 1000 1 1 1 1 0.76 760.8 30338 1000 1600000 1600000 0.3 1244.9 19.636 0.8 DFL #1 E (2)2x6 12 108 3 5.5 16.5 900 1 1 1 1.1 0.76 756.1 12475 990 1600000 1600000 0.3 1244.9 19.636 0.8 DFL #2 B (2)2x4 12 108 3 3.5 10.5 900 1 1 1 1.15 0.42 439.3 4612.8 1035 1600000 1600000 0.3 504.12 30.857 0.8 DFL #2 A 6x6 96 96 5.5 5.5 30.25 700 1 1 1 1 0.85 596.1 18032 700 1300000 1300000 0.3 1280.1 17.455 0.8 DFL #2 D 4x6 96 96 3.5 5.5 19.25 900 1 1 1 1.1 0.53 521.7 10044 990 1600000 1600000 0.3 638.02 27.429 0.8 DFL #2 C 4x4 - 96 96 3.5 3.5 12.25 900 1 1 1 1.15 0.51 528, 6468.4 1035 1600000 1600000 0.3 638.02 27.429 0.8 DFL #2 F 6x8 96 96 5.5 7.3 39.88 1000 1 1 1 1 0.82 821.2 32745 1000 1600000 1600000 0.3 1575.5 17.455 0.8 DFL #1 E (2)2x6 12 96 . 3 5.5 16.5 900 1 1 1 1.1 0.82 815.2 13451 990 1600000 1600000 0.3 1575.5 17.455 0.8 DFL #2 B (2)2x4 12 96 3 3.5 10.5 900 1 1 1 1.15 0.51 528 5544.3 1035 1600000 1600000 0.3 638.02 27.429 0.8 DFL #2 A Foundation Allowable Loads Type I w Pall a 18 2649 b 20 3271 1 24 24 6000 2 30 30 9375 3 36 36 13500 4 42 42 18375 5 48 48 24000 6 54 54 30375 ° 2(P . Spread Footings Beams Beam Reactions Total Load Footing Type a Truss Al 3.626 0 3626 1 Truss A9 7.819 7819 2 2 4.1 4100 1 19L 6.05 6050 2 19R 10.37 10370 3 6,7 1 0.82 1820 a 6,8 1 1.84 2840 b 14,14 0.38 0.38 760 a 14,13 0.38 1.17 1550 a 18 9.34 9340 2 Fl ,F1 2.2 2.2 4400 1