Loading...
Specifications a P4 5 7-2.‘,0 I I - 000 if (, �b� �%✓ L 4rFf+ r� L A/ •• • ••• ; . • • , • ... Dwight Mason Structural Design, Inc. ••• P.O. Box 683 Beavercreek, Oregon 97004 (503) 632 -886 • • • • • • • • • 4!1 rl(JARI� : •: ' BUILDING IIIVISIt • :• ••• ••• STRUCTURAL CALCULATION PACKI G • • o ; •; • ••• •,• : • • : :: DMSD JOB # 10 -025F FIN 0 'S th{ ! ` f xf ,,..,, - 0 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 S1 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. • • • • • •• ' • •• • • • • ti ••• • • •• • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • •• • Project 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 ", 7. =1.00 Snow: pr= 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 .• • • • • • • • • • • • • • • • • • • • • • • 2.4 l • • • • •• • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • : : • • • • ••• • • • • • ••• ••• • ••• ••• • • • • • .. • • • • . • • • . • • , • • • • • • • • • • ��-7� 0 0 o 0 — B O 8 a I I �® � d : O /1•11. 8 • O 8 °' ...... NV © I I ® a 9 ,, 2 E TJI, b 32" Q m.1. F2 ■∎ II_ • fiF .• _ P, ME Gabs •s J ( n Y 111 , 8 , o _ ` ', II 1 x I H© _l ® _1 1 VP gh WV __ • -- r F' TYP. A1I Nei ttP. MI 1 \ / rIP. 8 8 8 S O Oi Alk �- 1 _ — _� 0 0 O © V 8 8 8 a ® 8 O A HEDULE: CAP -ONO I BASE- ONO (W WALL) NNW/ W/ 160 0 6' O.C. STAGGERED i ON WALE) MARIO W/ 16d 0 6' O.C. SINCCEREO SIMPSON ACA OR ACEA 9OPSAN ABU66 FOUNDATION PLAN/ MAIN FLOOR FRAMING ( lµ-. .'. ' S -, SIMPSON ACS DR ACES SIMPSON AB166 • •'• ,•• •• •• •• • • • • • ;• • •• •. • . • • • • • . • ••. • • • S. • • • • • • •.• • • • • ••. • •• • • •• •• • • • • • • • • . • • • • ••• ••• ••• ••. • • • • • • ' . •• :. •' • • • •• •• • • •• • • • • g g 0 8 A 8 AM. /, 8 A 0 8 STD I • 8 B IIn'I [ vi ,,,, zow ■r, oin■w .! % w "�-- !iii,; J i g III i !® ts• ' II i 1 1 STD i STD 8 1 l u / -� L ; o 0 0 / . 1 : ■ 1 d 0 STD iii / g Z\ 8 Ap CI - 1:11 ,,,,,,,,,,,,,,- ,,,,,,, M? i O g o A ` o C.) O MAIN FLOOR SHEAR/ BEARING WALL PLAN SCALE: CI V l' -o- 5 -3/ • • • • • • • • • • ; • • • . • ••• • • • • • :• . :: • 0000 • • • • • • • •. ••• • ••. ... • •..: : ; • • • .; :.. :+: • : • . . . : • ••• PREMANUFACTURED WOOD TRUSSES AI � 0 24" O.G.- BY VP \°/ OTHERS Tyr. O II° © tin, - il 5 01 41 1 EIIIMIIIIMIIM 1 0 I I I_nte► Mirk I IiU.I � . L �r►��.■ ill � II ''�' I -- � ��I��.�ia m I l o �� 2X6 gir rAA %I% I / 2d :viiiillMEN//11 4. O.C. PREMANUFACTURED ;1 /� I' II I� r r WOOD TRUSSES , g AirAnI %!III � ® I 24 O.C.- BY I�1 0 OTHERS TYP. ilirrild94ArtilWfird IE-, 111 to �� �_ IUMIV�� 01 O , rAl iff %%! %/ i ce I' - ` L PREMANUFACTURED J L. ' 9. 4 WOOD TRUSSES o • !gar A , , %%%; %7� ay 1 ..� ,, •m 1 r 1 l �� lM F I II OTHERS TYP. i 1 %! .4 ! i% N %,.. A II v. I %ii % ! %! I "��"�► I_I II e � isil� Ir I r l. %s"' � I . %; % .. ��!.�J I AI I ., A ! ! _ _ Al ! I ® II %; s�ia�/I � 1 _ %, ; III �� 1 '' 111O11/11111111111111C11111M1111g �M o ' / /r� �I MI !____ _ O r ..�ii� 0 m m / - -�_■_ 0 L 9 MI (It) NV e 0 ROOF FRAMING PLAN "" CI\ • • • • •. • • • • • •C�• •; .• : : • • . • • . • • • • • ••• • • • • •• . •• ••• e • . : • • • : • • COLU SCHEDULE: • ' • •.• ••. . • : : • .•. •• • •• . ▪ • • • • • • . • • • • COLUMN TYPE MEMBER CAP —UNO BASE -• 4 10 : : 0 (2) 2X4 (IN WALL) NAILED W/ 16d @ 6" O.C. STAGGERED C (2) 2X6 (IN WALL) NAILED W/ 16d @ 6" O.C. STAGGERED CO 4x6 SIMPSON AC4 OR ACE4 SIMPSON ABU46 0 6x6 SIMPSON AC6 OR ACE6 SIMPSON ABU66 0 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. FOOTING SCHEDULE: FOOTING # FOOTING SIZE 18 "- x 8" ROUND FOOTING 20 "- x 10" ROUND FOOTING O 24" x 24" x 10" FOOTING W/ (2) #4'S E.W. 30" x 30" x 10" FOOTING W/ (3) #4'S E.W. 36" x 36" x 12" FOOTING W/ (3) #4'S E.W. 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. 24" WIDE X 48" LONG X 10" FOOTING W/ #4 ©12" O.C. E.W. •• •• • • , • to • • • • • • • ••• • • • •• • • • • 1 • • • • • • . • • • • • . • • • • • • ••• • .• • .. Se . •. . . . .... . • , • • • • • • • • • • • • ..• ••• ••• • .• . O. • • • , . • . ••• O. .. ••• ••• • . • • ...... : • • • ••• • • FOUNDATION BEAM SCHEDULE: BEAM # APPROX. BEAM SIZE COLUMN TYPE HANGERS CLEAR SPAN TYPICAL HEADER TH N/A F1 8' -0" 6X 10 C OR D N/A 0 5' -0" 6X10 C OR D N/A • • • •• . • • . . ; .. • ; ! 1! E • • • • .. • • • . . •• •• • • • ... •.. •.. ••• • • • . ••• • • ... ... • • • . KEY NOTES: 0 - ALIGN POST WITH END OF BEAM ABOVE - NOT USED - 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 - NOT USED _ OPTIONAL DOOR- PROVIDE HEADER WHERE DOOR PROVIDED, WHERE DOOR NOT PROVIDED OMIT HEADER AND HOLDOWNS, MAKE SHEARWALL CONTINUOUS. •• •• • • • • • • • • • ... • • • • • • • • • • • • • . •• ''• WALL NOTES: • ••• • , ^ • • • • • • • • SPE sI01E/C vA=L� ARE INDICATED BY WALLS: • • • • ••• •— INDICATES REQUIRED NAILING — SEE SHEAR WALL SCHEDULE , IN[ IGATEE•REQUIRED HOLDOWN — SEE HOLDOWN SCHEDULE • ' ECIttED•B €ARI�IG WALLS ARE INDICATED BY WALLS: % / / / / / / / /!! // REF 4 /SD3 @ OPENING • • ' • • • , • • • •' F , •• 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 /SD1 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 /SD 1 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 0 PANEL INTER. REMARKS ASD ALLOWABLE SHEAR TYPE EDGES STUDS WIND SEISMIC /� 7 46 " APA— 8d COMMON 6" O.C. 12" O.C. 335 PLF 240 PLF �5 0� RATED PANEL NAILS f� 7 46" APA— 8d COMMON SOLID 3x MAT. 0 RATED PANEL NAILS 4" Q.G. 12" O.C. ADJOINING PANELS 490 PLF 350 PLF A 7 46 APA— 8d COMMON SOLID 3x MAT. 0 RATED PANEL NAILS 3" O.C. 12" O.C. ADJOINING PANELS 630 PLF 450 PLF I\ 46" APA— 8d COMMON , 3x MAT. 0 RATED PANEL NAILS 2 O.C. 12" O.C. ADJOINING PANELS 820 PLF 585 PLF � A6" APA— Sd COMMON SOLID 3x MAT. 0 RATED PANEL NAILS 3" 0.C. 6" O.C. ADJOINING PANELS 1260 PLF 900 PLF EA. SIDE 7 /16 APA- 8d COMMON SOLID 3x MAT. 0 R ATED PANEL NAILS 2" O.C. 6" D.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 %B "0 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 0 E 1/2" 24" O.C. 19" 0.0. 15" 0.C. 9" 0.0. 7" 0.0. 3 "x3 "x1/4" MIN. GALV. PLATE WASHERS SHALL BE USED AT ALL SHEAR WALLS. 5/8" 35' O.C. 27' O.C. 21" O.C. 14" O.C. 10" O.C. ANCHOR THE CONCRETE BE PLACED O 5 / 2" FROM THE ONCRETE EDGE OF THE SHEATHED WALL FACE SUCH THAT THE EDGE 3/4" 48" O.C. 37" 0.C. 29" O.C. 19" 0.0. 14" O.C. OF THE PLATE WASHER IS WITHIN 1/2" OF THE WALL SHEATHING. THE ANCHOR BOLTS SIMPSON MASA 26" 0.C. 20" O.C. 16" 0.C. 10" O.C. 8" 0.C. SHALL MAINTAIN 1 3/4" EDGE DISTANCE MIN. ;• .• • • . . • re SC LE • • .. • • • • • MARK HOLDOWN ALLOWABLE FASTENERS MIN. SIZE FASTENERS # CAPACITY CONNECTION TO POST (6" WALL':• • :• CONNFCTIQN TO IN POUNDS FRAMING MEMBER LISTED) : • : FO:IN9ANN • • . — NONE REQ'D • "• • :.: ; LSTA36 1640 (24) 10d 2x6 1 MSTA36 2050 (26) 10d 2x6 CS16 1705 (26) 8d 2x6 121 CS16R 1705 (22) 10d 2x6 3 MST37 2095 (20) 16d (2) 2x6 4 MST48 3370 (32) 16d (2) 2x6 5 MST60 4830 (46) 16d (2) 2x6 6 CMST14 6490 (66) 16d (2) 2x6 7 LTT20B 1500 (10) 16d (2) 2x6 SIMPSON SSTB16L 8 HDU2— SDS2.5 3075 (6) SDS 1/4X2.5 WOOD SCREWS (2) 2x6 SIMPSON SSTB24L 9 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 111A1 5980 —(NT5) (2) 2x6 h 1 BI HDU8— SDS2.5 6970 —(NT5) ;20) SDS 1/4X2.5 WOOD SCREWS 4X6 SIMPSON SB7/8X24 h1C1 7870 —(NT5) (3) 2X6 h 2A 9535 —(NT6) 6X6 SIMPSON 5B1 X30 112131 -IDU 11— SDS2. 1 1175 —(NT6 ; 30) SDS 1/4X2.5 WOOD SCREWS 6X8 1" DIA. F1554 GR 36 13A -IDU 1 1— SDS2.5 9535 ;30) SDS 1/4X2.5 WOOD SCREWS 6X6 THRD'D ROD W/ 10" 138 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 ". .... . . ... ft : :BE• M S CE4EDULE: • •• APPBOX• BEAM SIZE COLUMN TYPE HANGERS . BF, #.• • CLEAR:S;AI: .. •• _ • t T • ; 4x8 B N/A • ••• ••• Oj 9' -O" B N/A 4X8 • • _• • • • • • • •, 2'.: . .: 2� -O" • 6X8 B N/A ,, • • : •,• ... • K 7' -6" 4X10 B N/A 0 3' -0" 4X8 B N/A 05 6' -6" 4X10 B N/A 0 13' -8" 4X10 D N/A O7 4' -0" 4X10 D SIMPSON HUC410TF O8 9' -0" 4X10 D SIMPSON HUC410TF O9 6' -0" 4X8 B N/A 10 3' -0" 4X8 B N/A 11 4 ' - 4X10 B N/A 12 3' -6" 4X10 B N/A 13 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 19 6' -4" GL 5 1 /8 "X 10 1/2" D N/A 20 2' -4" 4X8 B N/A 21 - - - 22 - - - 23 - - 24 - - 25 - - - 26 - 0' - - 28 - - • . • • • • • •• • • • • • • •• • •• • . , ••. • • • 1• • • • • • •• • • • • • • • • • • • • • • • .. Wind Loads (Simplified Analysis Section 6.4 ASCE 7 -05, 2009 IBC): 4M4D :oI #1 0 -OP5G ; " • • • • ••• • • •• •• • • • • • • • • 3 sec. gusted wind speed = Vas = 95 mph • • •.' • • • • • • ••• •.. wind importance factor =1„, = 1.0 • • • • • • Exposure factor = B • • •• . • • • • • • • :. heave 9 ft ; • ••• :.; ; • • • hpeak = 26.25 ft • • • • ' i : : o • o hmean = (heave + hp = 17.625 ft adjustment factor for building height and exposure (fig. 6 -2, ASCE 7 -05): A, = 1.00 roof slope = rise /run = 10 /12 roof angle (pitch) = 39.81 deg least horizontal dimension = d min = 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 *I„, *A = 17.8 psf end roof = B = 12.2 psf PSB = ) *K *I„. *B = 12.2 psf interior wall = C = 14.2 psf p = X.*K *I„, *C = 14.2 psf interior roof = D = 9.8 psf PsD = X •K *I„, *D = 9.8 psf vertical pressures: factored vertical pressures: end windward = E = 1.4 psf psE = *K *I„, *E = 1.4 psf end leeward = F = -10.8 psf p = k *K *l,„ *F = -10.8 psf interior windward = G = 0.5 psf p = a. *K *I„, *G = 0.5 psf interior leeward = H = -9.3 psf N = X. *K *I„, *H = -9.3 psf end windward overhang = Eoh = -6.3 psf PsEoh = ? •K *I„, *Eoh = -6.3 psf windward overhang = Goh = -7.2 psf PsGoh' X •K *I„, *Goh = -7.2 psf • • • • • • • . • • : • • • •;; •• •.•;•; lZ • • • • •. • . , . •• : • : • • • .• . • • $gismic Loaad (;irppllfied An2�lysis Section 12.14 ASCE 7 -05, 2009 IBC): DMSD Job #10 -025F :• . • :•• : • Right Unit ... • . • • . • . . :. Sp = 0.770 Worst Case Metro Area •• • ••. .•. • • • . R = 6.5 (Table 12.14 -1) •: ••. ... ••• •. number of stories= 1 • • : : • • • DL = 18 psf DLnoor = 15 psf DI- walls = 12 psf DL int. walls = 8 psf Seismic Dead Load Calculations: Upper Floor Area = 0 ft lengthintwaii = 212 ft Area = 3188 ft lengthextwaii = 224 ft height... = 4.5 ft W2roof = Arearoot * DLroof = 57384 # W2noor =Areanoor "DLnoor = 0 # W2extwaiis = lenghtextwalls "(height„ /2 "DL wails = 12096 # W2intwalis = lengthintwaii " (hei9htintwala)/ 2 "Dint. wails = 7632 # W2 = W2roof +' Wznoor + W2extwalls +' W2intwalls = 77112 # W = W 77112 # Base Shear (eq. 12.14 -11): F= 1 V = F "Sp "W /R = 9135 # 0.118 Q = 0.7 "V = 6394 # (for allowable stress) LATERAL SHEAR CALCULATIONS Due to Wind and Seismic Loads: Date: 3/30/2011 Job: Dr ! gkii1> Wind Seismic Wind Seismic Total Total Total of Total Width Percentage of Shear Minimum Aspect Shear Shear 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 Line Line Pmax Shear Shear Shear Height (ft) Segment Adjustment Seismic - Wind - Shear Shear Above Above Shear Shear Wall Pier Shearwall Shearwall Adjustment (Plf) (Plf) (PIO 9 ( ) 9 1 (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) Length (ft) Segments (ft) Sheathed ( %) Factor Length (ft) Factor h /w<3.5 h /w<3.5 Upper Floor Front -to -Rear A 6704 3197 6704 3197 42.42 42.42 100% '` 1.00 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 22.77 100% 1.00 1.3 241 183 241 9.00 3.13 0.69 A STD sum 10996 6394 • • •••• ••••• •••••• ••••• •••••• • • • •••• •••••• •••••• • • • • • •••• • •••• • •••••• • • • • • •• • •••• • • • ••••• •••• •••••• • • • ••••• • • ••• •• II • • • •••••• •• • • • • • •• •• • •••••• • • • • • •••••• �• •••• • • • • •••••• • •••••• • 3/30/2011 ••••• •. • •• • •• • •• • .: : • . • • • • • • • ••.. •• ••• • • • • • • • • • • • • • • 14 ' • •. • • • •• • . • • • • • aeb# L I % -0l5F� • .: : : UPLIFT CALCULATIONS • • • • • • • • • • • • • • 1FOT 60 PERCENT OF DEAD LOAD IS USED TO RESIST OVERTURNING DUE TO VIND ••• • • • i ABOVE I FDOVN ABOVE ANT SEISMIC LOADS PER ED. 16 - II AND 16-12 WVIND UPL in + DEAD LOAD TO RESIST SEISMIC LOAD IS REDUCED AR ADDITIONAL . 7R2oSas ��(�,•l�_��I. • 10 ACCOUNT FOR VERTICAL EFFECTS OF SEISMIC LOAD PER ED. 16 -50. • • • B ti(L� • • SPREAD SHEET CALCULATIONS ARE 1YPICALLY FOR VORS1 CAS VALE PIERS. • • • • • . • p • • • • EXCEPT S NOTED. ON E DA . N VALE LI S P 1 1:1R ECIFICATIONS ARE TO BC USED F ALL VALE . • • • • • • • • • • y CAL. '• CASE 2, SHOVN BELOW. IS USED TO INCLUDE OVERTURNING MUIENIS FROM • • • • • • • • • UPPER FLOORS. BOTH METHODS GIVE THE SAME RESULTS. • • S • • • F at Vpper V noin V t 1 ■ h Wo lot 1.1 EASE I CASE 2 I LL \ OVERTURNING CALCULATIONS - -1- - d VIND UPLIFT : IVIntoIMIXNI • ant obnvAXIT • 14/wina ■nbitNIMIX.SI - (SXPNXU - 66)(VdIIX.Sl I -d Roof Weight 18 SEISMIC UPLIFT = IVtotoO(U(NI • ant obovnXU • L7XT1(SHHXPd)(IT • 12TI.2T(SORD(Vd)III SI - IAXPoI(U - L6IIHOTDIL5/ Floor Weight 15 For FDOVN I -a 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 Drib. Drib. Wall End Dead Length Length Dead Load Load Upper Floor Front -to -Rear A 158 98 42.42'- 9.00 6 8.75 11262 200 95 73 -4418 None B 283 176 7.33 9.00 6 4.08 1331 200 44 2352 860 #8 Upper Floor Left-to -Right 1 ': 274 207 3.00 ;,9.00, 6 2.00 432 '200 ; 22 -- 2702 1790 #8 2 241 183 3.13 9.00 6 2.00 450 200 22 2324 1500 #8 3/30/2011 • ' • :•• f • • • • •• : • • • • • • • Dwight Mason Structural Design, Inc. •' T. P.O. Box 683 Beavercreek; Oregon 9'004 (503) 66 -8863 : : • ••• • • • • • • -• •• • •• ,,�e •• PROJECT: Pi� -at, -� LOCATION: ?DX JS$ # /b•'Oes • ' • • • CLIENT: At emit vt, 5 DATE :g f ti l, a BY : 15 N SHEET# K 1 ••• • .7r I ; I I 4 : , ! i I j - i i 4 i _. -._ I • 'ii . •, • . ' : • • • -- pr . — .. r .!__ -_ • . , • j__ L� - -f - 1 ; � f o n - --I - ---- -- -� i r �" j t 1 _ , } 1 I } 1 , i , 1 , i} I } i i I 3 } t t } f } i i i 1 i 1 ` i , I I ' � 1 I } I, I I } } { s } 1 I f} _a t iii .•.UU. ■■ 1' 1 I i I I i 1 1 t ; i O HJ__ i i I± i H I H I NI ! 1 .■.■11MI■■■u0®. • : } ■. ■..■UU■ ..®. I I �.■.■ ; ■.�■ 1 ' 1111111•11=111••1 • } i ■ I 1 ••••1♦ • • ■. . ■ 1 ' . il T Ili - 1 - L . T1: - -- 11IMII 11 11 1 ' 111 R I : II 111 _ 7-11— • __ -- .. -'r- -1-1- _ - -,- - - --'j- - — f {__ _ } I° I t tll ' II I ice■ I MI1. 1 -} ! 11H • l..-1 I -4: - 1 1 �` - III -- i - 1 ,..�_'I.CC I. - � I 1 =: __ i ■... , + ■.■�■■� ■ .. IN • 1 .. 1 . ■ . ■. , 1 ■■ ■ ■■ : _ , , : 1 !I - — • • .. •• ••• ••• • • JWiglit Masdtl Itr�tt f IN: Title : Pinehurst French Job # 10 -025F • • • PO Box €83 . •: • • • • • . Dsgnr: it() • : Beav OR 99004 • Proje Desc.: 503 - 632 -8863 Project Notes : • • • • • .. • • . • • • . Punted. 30 MAR 2011,12:22PM • d VI Rr t : 49, gfi S cti Dig. a ea 1 0g 1 ? es p h , op, , k e e(° " N 10 , ( , K t a : 1 cta ,,, s ,, ,„ �:: . , , , _ NE1^R.'„ 8340 >'I i 8r 6 :2100 tJ'3666 Iai • Lie. # : KW- 06009044 Licensee : Description • Be ms 4--I,• 10 TM Roof t t K.wtt t^ao ,...ry Yg,, .. , ls.. tea:. • s - _ I,,, ...mss z . -,µ°a ,. ' , , d:., 1: .. . T M 8, - ;°3 a , s , , .. -,•evi $ .. s Y � s B A Sizt :; fi aw x: ett, Ftilly 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= 13.580 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 klft, Trib= 0.0 ft Design Summary 00.2414 S ..330 Max fb /Fb Ratio = 0.612 • 1 I fb : Actual : 714.18psi at 2.500ft in Span # 1 � Fb : Allowable : 1,166.34 psi Load Comb : +D +S +H Max fv /FvRatio = 0.364: 1 . - fv : Actual • 65.59psi at 4.400ft in Span # 1 Fv : Allowable : 180.00 psi 5.0 R, 4z8 Load Comb : +D +S +H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 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 Defl Ratio 2223 Total Defl Ratio 1292 %MM.& l® #1 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 900.0 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= 4.10 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 0.0 ft Unif Load: D = 0.0120 klft, Trib= 0.0 ft Design Summary • 0 073801510 1 6251 Max fb /Fb Ratio = 0.026. 1 fb : Actual : 34.50 psi at 1.000 ft in Span # 1 Fb : Allowable : 1,343.62 psi Load Comb : +D +S +H Max fv /FvRatio = 0.020: 1 - A fv : Actual : 4.17psi at 0.000 ft in Span # 1 Fv : Allowable : 207.00 psi 2.08. `.a Load Comb : +D +S +H Max Reactions (k) D L Lr S IN E H Max Deflections Left Support 0.07 0.10 Downward L +Lr +S 0.000 in Downward Total 0.000 in Right Support 0.07 0.10 Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999 Total Defl Ratio 66892 • gfr::' .mow �. .a .c&.& - =- asa�.de br•.�a:S: aar:a � waar «- r..cw4 & max;,.- .waux'. ..�,wxcam,�,om w, a a mx +`..nwaa z x _ .,;a -,. y, ,.:� .,� .> y BEAM Size : 6x8, Sawn, Fully Unbraced Calculations per 2005 NOS, 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 - 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= 6.0 ft Unif Load: D = 0.0150, L = 0.040 klft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Point: D = 1.359, S = 2.266 k @ 0.50 ft Design Summary ° °.°,^ Max fb /Fb Ratio = 0.505 • 1 D 0.1080 S 0.150 fb : Actual : 522.26 psi at 1.820 ft in Span # 1 =�. - Fb : Allowable : 1,033.60 psi Load Comb: +D +S +H Max fv /FvRatio = 0.720: 1 • • 11111 fv : Actual : 148.98 psi at 0.000 ft in Span # 1 Fv : Allowable : 207.00 psi 6.00, 13x8 Load Comb : +D +S +H Max Reactions (k) P. L Lr ^ S ^ W E H Max Deflections ^ -- T , , Dwjght Mason Structural Design, Inc Title : Pinehurst French • • • • • • ; • • id # -Cj 5f • .. PO Box 683 Dsgnr: • •• • : •• • • : • • Beaverc OR 97004 Project Desc.: • • • • ; •• • (`7 • • 503 - 632 -8863 Project Notes : 1 • • • • • • ••• • • • • • • • Mot 301.4AR 20 , :22PM • A :17 ghj so "f 0 � 'x 2 + t o Lic. # : KW- 06009044 LI eas.:L _ We diBe1t1141e ® #3 ••• ••• • • BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per 2005 fl DS, IBC :9Q9,CBC 100, A SrE 7-05 Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis engifig • • • •; • • • • Wood Species : Douglas Fir - Larch Wood Grade : No.2 • • • • : • • • Fb - Tension 900.0 psi Fc - PM 1,350.0 psi Fv 180.0 psi Ebend - xx 1,600.0ksi Density 3210 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 0(0.1440 s 024 Max fb /Fb Ratio = 0.471 • 1 j fb : Actual : 581.53 psi at 3.750ft in Span # 1 Fb : Allowable : 1,233.63 psi Load Comb : +D +S +H • • 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 .00 . -. �,, ®- 0 #4- not used .. im p,+ 4 , 1a , a ;seaca .. r �:-n ae...:� ai to Ira.. r.t.,, ea.�. r1: :RV s�1r n 11, ... .- s .,,,P,, : ts«tsA.....,.w men . 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 900.0 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 kilt, 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 , 044. S 0.2. Max fb /Fb Ratio = 0.130. 1 fb : Actual : 151.46psi at 1.500ft in Span # 1 Fb : Allowable : 1,167.85 psi Load Comb : +D +S +H 11111 11111 Max fv /FvRatio = 0.102: A. . fv : Actual : 18.30 psi at 2.400 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D +S +H 9.0 4.8 Max Reactions (k) P 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 w . Live Load Defl Ratio 17471 Total Dell Ratio 10157 61 i B ii l i.; #5 BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per 2005 NOS, 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= 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 00.0360 so.o50 Max fb /Fb Ratio = 0.153 • 1 ( I fb : Actual : 177.76psi at 3.250ft in Span # 1 I Fb : Allowable : 1,165.16psi Load Comb : +D +S +H • • Max fv /FvRatio = 0.075: 1 . . fv : Actual : 13.55psi at 0.000 ft in Span # 1 � Fv : Allowable : 180.00 psi Load Comb : +D +S +H 6.50 ft, 4x8 Max Reactions (k) P L Lr 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 •• • •• •• • • • • Dlyigtt Mason 9trl.�tllTg Irk; Title : Pinehurst French Job # 10 -025F • • PO • •• • • • • Dsgnr: ()• Beaver ek, OR 91004 • Project Desc.: 503 - 632 -8863 Project Notes : • • • • • • • • • ,I, • • • • • • ,, Pnnlnd 30 MAR 2011 12:22144 ,, ) `kb tp:Ap0gfhglifkrt rOtthj Deslg111F'roI60 011,019259 rsf , OT 1let0414 � Q � 1 2,5"6 ' 1 ! ® ® r W � t ° 1L A :-.1%,,,, E 1 E � 01 CA o 198 er 36685 ., • sic. # : KW-06009044 Licensee : _ - -,_ T ��� �, , ' �` � tiw,��. "�'.€4k:.zaq�"' 4.,.. 9c 8h ,?H; K� Mwm:; -fin rari 3S- 'i:32@��"3:B.;rS ,.. , x: "i, .a°f.'. N"�iT"�' #k.. ,9M�L`?R`:;,� +_. Y ^:.:; y�:. ,Y,'.,lf '� <:.. ,. . ; t' BEAM S • be :• •4x1,(C Sawn, fully Unbraced Calculations per 2 NDS, IB 2009, CB 2 010 , ASCE 7 - 05 • • • • •• • • • Us.n AIoble.Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending V' ci Ipesie, : •Dou l as it - 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= 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 . ro:o92V ° - Qdosol fb : Actual : 818.74 psi at 6.830ft in Span # 1 IIIMEMENNI Fb : Allowable : 1,225.17 psi Load Comb: +D +S +H • Max fv /FvRatio = 0.199:1 • • fv : Actual : 41.27 psi at 12.931 ft in Span # 1 13.660 f, 4x10 Fv : Allowable : 207.00 psi Load Comb: +D +S +H Max Reactions (k) 2 L Lr 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 Deft Ratio 526 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 - 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= 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 D '.171. S 0.2375 Max fb /Fb Ratio = 0.182. 1 fb : Actual : 196.43psi at 2.000ft in Span # 1 Fb : Allowable : 1,076.83 psi Load Comb : +D +S +H • • Max fv /FvRatio = 0.130:1 • • fv : Actual : 23.47 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi 45 n, 4x10 Load Comb : +D +S +H Max Reactions (k) D L �r 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 4 b 1® s m DL'S #8 is" ,,,,,,,,, „„,,,...„...„.„...,,,,,,......,,,_..,„,,........,„...„...„,,,,,,,,,,„.....,,,,,:,..,,,,..„,...,..........,......,,,..„.,,,...._.,,_,,,,,...„.„:„,,,,, _,,,„. 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 Ben 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= 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 D 0.1710 S 0.2375 Max fb /Fb Ratio = 0.807 • 1 fb : Actual : 994.42 psi at 4.500ft in Span # 1 Fb : Allowable : 1,231.71 psi 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 9.05, 4x10 Load Comb: +D +S +H Max Reactions (k) D L 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 • •• •• •. • • • • • • • • •• •.. • • • • • • • • Qwight Mason Structural Design, Inc Title : Pinehurst French • • . • • • Job # 11 -0 • • PO Box 683 Dsgnr: • • • • • • • • • (. Beavercreek, OR 97004 Project Desc.: • 503- 632 -8863 • • • Project Notes : • • . • • • • . • . . ••• • • • . • • •• .. • • • . 44tn1 MAP 2*1,12:24 let , ® 0 SJQ ID6.Qn1 f110= 025 Arbor < Homes- • inehurst\2(fl0updaieACabs F�1 f 5f; a ,, g Multiple Simple Beam s A " t ontn i' ENERCALC 1983.2011,Ver.6.2.00, N:3666 Lic. # : KW- 06009044 Licensee : Wood Beam "Design #9 _._ ,. - BEAM Size : 4x8, Sawn, Fully Unbraced Calculations per 200E ND 4Btat0$ 1BO 2 910 : A$CE 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= 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 ■■: ;,.2:1 , fb : Actual : 351.01 psi at 2.SOOft in Span # 1 ���� Max fb /Fb Ratio 0.301 • 1 Fb : Allowable : 1,166.34 psi Load Comb: +D +S +H 41 • Max fv /FvRatio = 0.179: 1 - - fv : Actual • 32.23 psi at 4.400ft in Span # 1 Fv : Allowable : 180.00 psi 5.04 Load Comb : +D +S +H Max Reactions (k) 2 L Lr 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 Defl Ratio 6038 Total Defl Ratio 2629 ® 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 Bend 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 D , .055 . 0.050 Max fb /Fb Ratio = 0.032. 1 fb : Actual : 37.87 psi at 1.500 ft in Span # 1 Fb : Allowable : 1,167.85 psi Load Comb : +D +S +H . MP Max fv /FvRatio = 0.025: 1 . A fv : Actual : 4.58 psi at 2.400 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D +S +H 3.0 a axe Max Reactions (k) 2 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 •• • •• • •' • • •• • • • • . • . . . . • . • • • • • • • • •• •• bwight Alaeon Stryp?LQal Design, trice • Title : Pinehurst French Job # 10 -025F • • I:0 x 6 O Bo83 • • • • • • Dsgnr: Beavercreek, OR 97004 Project Desc.: 503 -632 -8863 • • • • • • • • • Project Notes • • • • • . •• .. • . • • • • • • • . • • • • • • • • • • • • • Printed. 27 SEP 2010, 2:35PM • rgac0 ,, , �� 1X 1 > 0te A5 M4610ti alum De ° A.46 ( W CA , NOmes t#ticiOR 9,25466 jj + 4 . FAtlE ° , , � g F< ** # { E E►2 .r Nc"i 1es a2010 er�1f51 , N:252 58 „ a Lic. # : Evaluation Version License Owner : • • •• • • • Deslcrrpt:ov ; err 13 21 • BEAM Size : 4x10, Sawn Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowab Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bendin! Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 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= 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 D ..287. S ..4126 Desiqn Summary >_�� Max fb /Fb Ratio = 0.317 • 1 fb : Actual : 341.16 psi at 2.000ft in Span # 1 Fb : Allowable : 1,076.83 psi Load Comb: +D +S +H Max MFvRatio = 0.226: 1 fv : Actual • 40.76 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi 4.ert, 4%10 Load Comb : +D +S +H Max Reactions (k) D L Lr S W E H 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 +? I,1 ;1 , V:0171•0111111111100110111111111111 ip.. a . �,,u az,, ,,,r,,. - 0 , �a r Ar y,• r _ r X1 ti. . :. a >,,,,,E .. 11Z r BEAM Size : 4x10, Sawn Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowab 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 - 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= 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 Desiqn Summary . , 29)• S(0.41 , Max fb /Fb Ratio = 0.242 • 1 fb : Actual : 261.20 psi at 1.750ft in Span # 1 Fb : Allowable : 1,077.25 psi Load Comb: +D +S +H • • Max fv /FvRatio = 0.179: 1 fv : Actual : 32.22 psi at 2.730 ft in Span # 1 Fv : Allowable : 180.00 psi 3.5) 8.4x10 Load Comb: +D +S +H Max Reactions (k) P L Lr S W E Li 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 Defl Ratio 6441 ., _14 1 1 t am ® 1g x #1 3 - ,,IL "" r,i,, +, ,r4.1 c,, s :as v71 m` 's@ . An 4.ta Z , n . It ._°XT n. rlOr'''ffiT, = a1. 41 =I., 'M"a3.S4 .8.. ...: 11.41=1 n=A.M.= , Kt21.,:xi+;ZE. - 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 - Prll 1350 psi Fv 180 psi Ebend - xx 1 600 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 Desiqn Summary D0.182. S °.22501 Max fb /Fb Ratio = 0.389:1 fb : Actual : 418.70 psi at 3.000ft in Span # 1 Fb : Allowable : 1,075.11 psi Load Comb: +D +S +H Max fv /FvRatio = 0.223: 1 . fv : Actual : 40.16psi at 5.240ft in Span # 1 Fv : Allowable : 180.O0psi 80 it, 4x30 Load Comb : +D +S +H Max Reactions (k) 2 L Lr S W E H 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 • • • • • • • . ; ,jCb # 10- a2`'sr • • • PO Box 683 Dsgnr: • • • : • • • • • '' • • • • Beavercreek, OR 97004 Project Desc.: • ' G • • • 503 - 632 -8863 Project Notes : • • • • • • • ••• • • . • • • • • • • • • • ' • • • * Printe a' SCE' 20142:35PM: ` 1: , . :: , 4* . s File C10 Mason'Structural DesignlP eots110'�l125 omes.a " ur f Cir 4cs F110 r +e .Lch '� . rg t aluati on V Version m ' ® , a ;,: :...> i :' ,„ . } ' j . .. , A- „ E ERCALC IN o 983'20`, O e L License Ow 5 eY I : ,46.03oam Desl n • • • 10 • • •• • w.,2i - r , , + ,. at., .. y .., , ,i s #14 ..ft m ,a, wtte sag 1-42. y<,, „, ..4 t,• ,. ,„ ,,. :,,, ,, � A- BEAM Size : 4x10, Sawn, Fully Unbraced Calculations per.IBC„2IV6•8B20Q C•7,0p5 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7 -05 Load Combinations, Major Axis Bending • • o o : • • • 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 Dco.0360 s 0.050 Max fb /Fb Ratio = 0.184:1 fb : Actual : 197.88 psi at 4.375ft in Span # 1 1 Fb : Allowable : 1,072.60 psi Load Comb : +D +S +H • v Max fv /FvRatio = 0.080: 1 • • fv : Actual : 14.41 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00psi 8.7505, 4x10 Load Comb : +D +S +H Max Reactions (k) D L Li 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 Total Defl Ratio 3400 y. ,:& y3 r . .. ..Re, " .t1A9:.34r.ta . - Se mikt.,.... -e4 21,strsq. k ».`A..: ,: A .= Wt`. - c::LXtaleA . .: .VIVWfd:11, 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 - Pill 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 00360 5 0 Max fb /Fb Ratio = 0.052. 1 fb : Actual : 64.61 psi at 2.500ft in Span # 1 Fb : Allowable : 1,236.63 psi 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 50 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 ' ' 0 0 , 0 ,- team bD • #16 r �''i >�55. .e _.4. . per. ..,x... .,. .a .•:g. ..4. fl &?. " .n-. 7 1Z..a ,. ,.,1,. ra.&. e.. yr x y; ..... -... .s J.Artt..`,.11X6 art»., t.s:11ttd.., i 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 5100 5100750 Max fb /Fb Ratio = 0.090. 1 fb : Actual : 96.92 psi at 2.500ft in Span # 1 Fb : Allowable : 1,075.98 psi Load Comb : • +D + +H III Max fv /FvRatio = 0.058: 1 - A fv : Actual : 10.36 psi at 4.233 ft in Span # 1 Fv : Allowable : 180.00 psi 5.011 4x10 Load Comb : +D +S +H Max Reactions (k) Q L Lr 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 . • Dwiglit Mason S Desigrt li c • Title : Pinehurst French Job # 10 -025F • • PO 131!)6883 • • • • . ' Dsgnr: 2 • • • Beavercreek, OR 97004 Project Desc.: Z 503 - 632 -8863 • • • • Project Notes : ••• • •• •• • •. . • • ' :.: s .. • • • • • . • Printed 27 SEP 2010, 2:35PM i : ,�° . ': =R �; �. X „ a' p i'"clt9ral DeS R 1♦ MOI.furs I, , 6 D.�25f e �1 . • , ; & -. . ! 14, , . - i . . ® p e g ® 1 . *a � : 1, � r 4v * l a , :. ,,,,, ENERCAL' IN C" Uer 6�1; 51 N:25258 Lic. # : Evaluation Version License Owner : E r ; <. k ?x , - 1g ._ xs r t3s - 4 ..aa; �"�' -aE+r r�s e.^°..s. , r:..d. H z .W ,:u se .�.,::'^zt ... ...;; .. .r . a ^w.:u_, , .,. B a F!)IIy Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS • ,, • • Usir g 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 1,600.0ksi 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= 18.0 ft Unif Load: D = 0.010, L = 0.040 klft, Trib= 0.0 ft Unif Load: D = 0.0120 k/ft, Trib= 0.0 ft Design Summary �� . e i � Max fb /Fb Ratio = 0.292 • 1 fb : Actual : 340.79psr at 1.500ft in Span # 1 Fb : Allowable : +p+S+H psi Load Comb III III Max fv /FvRatio = 0.229: 1 A. A fv : Actual : 41.18psi at 2.400 ft in Span # 1 Fv : Allowable : 180.00 psi 3.0 ft. 4x6 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 Deft Ratio 999999 Total Defl Ratio 4514 4, A: -< : , ., M v,,: #18 x; ,,�.; ....„--,,m++,... . ; .::. . .,r� . i,n BEAM Size 5.125x16.5, G LB, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Des 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 - Prll 1,650.0 psi Fv 265.0 psi Ebend - xx 1,800.0 ksi 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, 4.0 ft to 16.250 ft, Trib= 26.0 ft Unif Load: D = 0.010, L = 0.040 klft, Trib= 0.0 ft Unif Load: D = 0.0120 klft, Trib= 0.0 ft Point D = 1.360, S= 2.266k@4.0ft , Design Summary • Max fb /Fb Ratio = 0.865 • 1 fb : Actual : 2,050.42psr at 7.800ft in Span # 1 0 0.4660 S 0.650 Fb : Allowable : 2,370.61 psi ■-■••■•i Load Comb : +D +S +H I Max fv /FvRatio = 0.530: 1 fv : Actual : 140.34 psi at 14.896ft in Span # 1 • • Fv : Allowable : 265.00 psi 16.250 ft, 5.125x16.5 Load Comb : +D +S +H Max Reactions (k) o L Lr 5 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 84 4. « . � 1 L #19 .: - m, :•ham- . , ,.. , o n� , ; , � � ,, Win,: 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.Oksi 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, 8 = 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, S = 6.502 k @ 5.160 ft Design Summary Max fb /Fb Ratio = 0.592: 1 00.450 S06250 0(0.1260: 0 0) fb : Actual : 1,628.30 psi at 4.874ft in Span # 1 >_..a Fb : Allowable : 2,751.60 psi Load Comb : +D +S +H Max fv /FvRatio = 0.988: 1 • • fv : Actual : 301.05 psi at 5.465 ft in Span # 1 • • Fv : Allowable : 304.75 psi 6.330 ft, 5.125x10.5 Load Comb : +D +S +H Max Reactions (k) D L Lr S W E H Max Deflections ' n --- _ n A , O A -, r\n ..,n,.,-,r,4 I it ...,.Q n nnn 1n r .,,...,,.n+rri 7, n noo in • • • . •• • • • •• • • , Dwight Mason Structural Design, Inc Title : Pinehurst French • • • • •• • : Jdb # 10 a25F • PO Box 683 Dsgnr: • • • • • i • • • Beavercreek, OR 97004 Project Desc.: • • • 503 - 632 -8863 Project Notes : • • • : • • • • ' • • • • • • • •• • •: • t, ,� „ r C g . ENERCALC,INC , 1983 -2010, Vert 101 275 • , File CID ht Mason Structural Design IProlects11A25 Arbor*Homes- lAult lcs F110.0i5t ec6 ' Multiple Simple Beam Des n � I Lic. # : Evaluation Version License Owner Wood Beam Design #20 •• - , - t4VV.5i" - • . .t,kg,' o F .11V'W,O t, o=1 g,. 1,1! ,_ Y,,, , St`AkCS.. '?" , ta f,,,,g,,,,,, Y ! ,,,, a • • • - • ' 4, ' 1 c , ,: BEAM Size Using A Str Design wi 2006 IBC & ASCE 7 -05 Load Combinations, Major l Axs Ben din; "iBC: . C¢C• 5 NDS .•�2 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 = 0.0150, L = 0.040 k/ft, Trib= 25.0 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 . O.b73i LryA Max fb /Fb Ratio = 0.313 • 1 fb : Actual : 365.19psi at 1.165ft in Span # 1 Fb : Allowable : 1,168.34psi Load Comb: +D +L +H • IP Max fv /FvRatio = 0256: 1 • - fv : Actual : 46.08 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D +L +H 2410 It. 4x8 Max Reactions (k) 2 L Lr 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 •• • • • •• ••• ••• . • • •• . • D N$son SEruotura lesigrt Irk Title : Pinehurst French Job # 10 -025F • • • • - . . • • • • Dsgnr: A4 • • • Beeave�rce ek, OR 97004 Project Desc.: 503 - 632 -8863 • • Project Notes : • ••• • • • • • • • • • • • • • • • • • • • • Pnntod 26 AUG 2010 >� 1129AM • - :.. , c s f 0.42 f t? s a o a e i B eni e D a;! . k 7n q H . a n ` - V E t ERC;41. ,I . 6;198 2 ' e , 5 a j 5 26 8 .; Lic. # - Evaluation Version License Owner : • ••• •• De,c;riptipmr •Feunclai on Warns • O ) i y :• i -t:. ,,, yet (4s, ',*^ .? . . . ,. ar. ?r ss"+:w -wrA rr ro-w ,, 3e ._ m,ft , , ,� - 1,1 A.._ a ±4Et s�- •.,,,a. ' 4; uM ew.,,, ^ra.^,w , - wet.due.,1 :* 4- q -ew>y, a, . I.4 * ,, . , ' 4 ,,. BEA ize : 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 Bendini 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 k/ft, Trib= 0.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 10.0 ft Design Summary D 0.150 L 0.40 Max fb /Fb Ratio = 0.731 • 1 fb : Actual : 638.23 psi at 4.000ft in Span # 1 Fb : Allowable : 872.89 psi Load Comb : +D +L +H Max fv /FvRatio = 0.300: 1 fv : Actual : 50.95 psi at 0.000ft in Span # 1 Fv : Allowable : 170.00 psi e.0 n, 6x10 Load Comb : +D +L +H Max Reactions (k) D L Lr S w E ti 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 Deft Ratio 962 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 Bendirn 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 Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 25.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 5.0 ft Design Summary Max fb /Fb Ratio = 0.597 • 1 ■1 fb : Actual : 521.28 psi at 2.500ft in Span # 1 Fb : Allowable : 873.70 psi Load Comb : +D +S +H III Max fv /FvRatio = 0.333: 1 . fv : Actual • 56.67 psi at 4.217ft in Span # 1 Fv : Allowable : 170.00 psi 6.00. 6010 Load Comb : +D +S +H Max Reactions (k) D L _Li 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, DFL #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 •••• .. • • •••. • • • • • •• • •••• • • • • •••.• ••• •••••• • • • • • •••••• •• • • •• •• • ...•. •••••. • • • • •••••• ••••• •••• • N • • J \. ...... •••••• •. • • . • • • • . • • : 1 • • • • . •• S . • • � • • • • • � . • • • ■ • • ■ •.• • • • e •• • . . i5reed f e•oln4s • • • • . .. ..• Beams Beam Reactions Total Load Footing Type • ••• ••• a :Tqa 41.. • y .6?,3 • 0 3626 1 ;Tr'tse49 : •.7.84U : 7819 2 "'�2 4.1 41001 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 F1,F1 2.2 2.2 4400 1