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8321 Design Specs . John R. Tissell, PE, 3504 Meadowbrook Lane S.E. July 31, 2012 Sht. 1 of 28 Lacey, WA 98503-4209, Phone 360 412-8188, Cell 253 229-6550 File: YP0612 Site: 16717 Greenleaf Avenue SE (Lot 97), Yelm, WA Summary Sheet 1 of 2 Refer questions or changes in the structural design to the engineer. The truss drawings have been reviewed and the structural design reflects their loads. Design: Code: 2009 IBC Wind: 85 mph, Exposure B Seismic: Zone D Concrete: 2,500 psi Soil: 1,500 psf Floor: 40 psf Snow: 25 psf Design by others: Roof trusses Floor "I" joists MateriaL• Lumber: Number 2 Hem-Fir, except as noted Glulams: 24F V4, except as noted Sheathing: structural rated�sheathing Framing anchors: Simpson Strong-Tie or equal ; Foundation: Footing: 15" wide x 6" thick, 1 #4 bars Stem wall: 6" thick, #4 48" o.c. vertically and 12" o.c. horizontally See foundation plan for location of Simpson Strong-Tie hold downs. Locate at double 2x stud, double cripple, stud plus cripple or at single 3x or 4x framing member. � Sill Plate: Attach 2 inch (nominal), thick treated wood sill with 1/2 inch anchor bolts embedded at least 7 inches into the concrete and spaced no more than 6 feet apart. There shall be a minimum of two bolts per piece with one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. See shear wall table for locations requiring closer spacing. A properly sized nut and a plate washer a minimum of 3 inches by 3 inches by a minimum 0.229 inch thick shall be tightened on each bolt to the plate. Do not notch plate for washer or nut. Roof diaphragm: 7116" rated sheathing, minimum, unblocked, 6d nails 6" o.c. along supported edges, blocking between trusses and top chord of truss at end walls. Place H1 or H2.5A tie at every truss and a LGT2 or LGT3-SDS2.5 at each girder truss. ��1 R T�SS ti°F ;�S�r�� APp �� .�.��' �c� *. —. z �� , � . ,:� � � �, �--°--�--°_ ��t� �, 679,� ��F,�' �� S�'��A�F: w s��'�L Fr�� .:,; , John R. Tissell, PE, 3504 Meadowbrook Lane S.E. July 31, 2012 Sht. 2 of 28 Lacey, WA 98503-4209, Phone 360 412-8188, Cell 253 229-6550 File: YP0612 Site: 16717 Greenleaf Avenue SE (Lot 97), Yelm, WA Summary Sheet 2 of 2 Shear Wall Table Wall Max. Sheath. Nail Nail Nailing of Anchor bolt Type Shear (Minim. (Common or Spacing(1) bottom plate (2) spacing(3) (plf) Thick.) Galv. Box) (in. o.c.) (in. o.c.) (in. o.c.) 1 109 3/8 6d 6 16 72,72 lA 195 3/8 6d 6 12 • 1B 228 3/8 6d 6 10 50,71 2 288 3/8 6d 4 8 39,57 2A 359 3/8 6d 4 6-1/2 16,23 4(4) 288 3/8 8d 3(5) 8 One 5/8 Notes: 1. Spacing along all panel edges. Nail panel interior with nails 12" o.c. to studs, except 6" o.c. for 3/8 or 7/16 inch thick panels with their panel length parallel to studs 24" o.c. 2. Spacing for 16d common, decrease 30% for box. If sheathing extends to framing common with sheathing on wall below or mud sill, nailing can be 16" o.c. 3. First number spacing for 1/2" dia. bolts, second for 5/8" dia. anchor bolts and 2x plate. Anchor bolt spacing, when shown as under 6' o.c. required only for shear wall portion of walls. 4. Braced panel per ICBO Figure 2308.9.3.2 5. 3" o.c. to each double stud, each side of wall. . � � W o o d W o r k s S I Z E R - Software for Woad Design • Sizer 9. 14 July 31 , 2012 10: 10 ` COMPANY ; PROJECT John R. Tissell, PE ; Yelm Property Development 3504 Meadowbrook Lane SE ; 16717 Greenleaf Ave SE, Lot 97 Lacey, WA 98503 ; Yelm, WA 360 412-8188, Cell 253 229-655Q ; Find loads to supparts, second floor ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distributiori;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'--------------'-___--------'----'--------__----'--------------'--_--_ � � � � � � Load1 Dead Full Area 6.00 (16.0)� psf Load2 Live Full Area 40.00 (16.0}%, psf Self-weight Dead Full UDL 1 .9 plf *Tributary Width (in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Jaist 2, second floor, center ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MA�IMU1�� REACTIONS and BEARING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 18.00 ft 30��} 2 � ---------- , ---------- , � � ----------'--------------------- Dead ; 90 90 LivQ ; 487 487 Total ; 577 577 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Joist 3A, front center right ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS arid BEARING L�NGTFiS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 6.75 6.75 ft Jo��'- 3/� � ------------------- , ------------------- � ----------'---------------------------- D�ad ; 27 85 27 Live ; 167 460 167 Total ; 194 545 194 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Joist 4 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- NIAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ' 21 .Q0 ft Joi�t �+ � � ---------- � ---------- � � � � ----------'------------------- Dead ; 105 105 Live ; 567 567 Total ; 671 671 -1- � ------------------------------------------------ !�' 'Joist load to supports, second floor, with walls & trusses Joist 1 , left rear LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load ; TyPe ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Load1 Dead Full Area No 6.00 (16.0)%� psf Load2 Live Full Area Yes 40.00 (16.0)'� psf Wall Dead Point No 24.22 105 lbs Wall Dead Point No 37.52 1Q5 lbs Truss E02 Dead Point No 37.52 93 lbs Self-weight Dead Full UDL No 1 .9 plf �Tributary Width {in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- � 13.00 7.75 14.00 2.00 ft Jn��' � � ------------------------------------- , ------------------------------------- ___------ ' --------------------------------------------- Uplift ; 38 Dead ; 56 108 184 327 Live ; 314 749 800 453 Total ; 370 857 985 780 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Joist 3, front enter ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft} »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Laad ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------�______------__�_________---'----'____----------'--------_-----'----- � � � � � � Load1 Dead Full Area 6.00 (16.0)* psf Load2 Live Full Area 40.00 (16.0)%� psf Wall Dead Point 14. 13 105 lbs Self-weight Dead Full UDL 1 .9 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 14.00 ft Joist � � ---------- , ---------- � � ----------'------------------- Dead ; 70 175 Live ; 380 380 Tot.al ; 450 555 ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ -2- � ___________________________________________________________________________________ � ' Joist 5, center, right -------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight aut.omatically included« Load ; Type ;Distribution;Pat-; Location ; Magnitude��;Unit ; ; ;tern; Start End ; Start End ; --------------;--------------;------------;----;--------------;--------------;--___ Load1 Dead Full Area No 6.00 {16.0)� psf Load2 Live Full Area Yes 40.00 (16.0)%° psf Wall Dead Point No 15.61 105 lbs Self.-weight Dead Full UDL No 1 .9 plf '�Tributary Width (in) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ' 3.00 3.50 8.50 ft ' Jo�C'- �" � � ---------------------------- , ---------------------------- � ----------'------------------------------------- Uplift ; 141 Dead ; 18 12 92 139 Live ; 112 226 492 196 Total ; 13Q 237 584 334 Joist 5A, front, right ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'--___ � � � � � � Load1 Dead Full Area No 6.00 (15.0)� psf Load? Live Full Area Yes �+0.00 (16.0)%° psf Wall Dead Point No 15.61 105 lbs Self-weight Dead Full UDL Na 1 .9 plf �Tributary Width (in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 3.00 7.00 5.00 f t Joi�fi �,`/a � ---------------------------- , ---------------------------- � � � � ----------'------------------------------------- � Uplift ; 50 Dead ; 6 61 74 121 Live ; 92 3�7 386 129 Total ; 9$ 418 46Q 250 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- -3- ' ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Find loads to supports, first flaor � ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'__------------"--------------'----- � � � � � � Laad1 Dead Full Area No 8.00 (16.0)%� psf Load2 Live Full Area Yes 40.OQ (16.0)'^ psf Self-weight Dead Full UDL No 1 ,5 p1f *Tributary `Vidth (in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Joist 6, left ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS ana BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 10.00 7.OQ 3.Q0 ft J��' G � ---------------------------- , ---------------------------- , � � ,. --------- ' ------------------------------------- Uplift ; 72 46 Dead ; 51 132 55 15 Live ; 235 583 371 131 Total ; 286 715 426 146 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Joist 7, center ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMtJM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 10.00 10.00 10.50 5.00 ft Joist 7 � ------------------------------------- , ------------------------------------- , � � � � � � -----------'------------------------------ ---------------- Uplif.t ; 68 Dead ; 50 139 12£ 114 14 Live ; 249 654 629 556 151 Total ; 299 793 757 669 166 -------------------------------------------_______---------------------------------- ------------------------------------------------------------------------------------ Joist 8, right ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- r1AXIMUM REACTIONS and BEARING LENGTHS {force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 10.00 10.Q0 10.�0 ft Jo��t � � ---------------------------- , ---------------------------- , � � � � � -----------'-------------------------------------- Dead ; 51 136 141 53 Live ; 251 654 672 260 Total ; 302 790 813 313 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Header 1 , triple window, main bedroom ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material.: Lumber-soft Lataral support: top= full, bottom= at supports; Total length: 7.00 [ft] Load c�mbiriatians: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ -4- � -------------------------------------- '', LOADS: (force=lbs, pressure=psf, udl=plf, location=ft} • »Self-weight a��tomatically included« Load ; Type ;Distiibution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------' ----'--------------'--------------'----- � � � � � � Truss A02 Dead Full UDL No 842.0 plf Self-weight Dead Full UDL No 5.2 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------- ; ?.00 3.OQ 2.00 ft � ---------------------------- , ---------------------------- ----------'----^--------^----------------------- Dead ; 690 2627 2627 690 Total ; 690 2627 2627 690 B.Length ; 1 .5%° 3.5%'� 3.5%` 1 .5�� 1�Iin req'd; 0.49 1 .48 1 .48 0.49 %`Minimum bearing length setting used: 1-1/2" for end supports and 3-1/2" foi interior supports DESIGN SECTION: Hem-Fir, No.2, 4x8 @ 5.241 plf Hea�+� F This sectian PASSES the design cade check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- S�CTION vs, DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; AnalS�sis Value ; Design Value ; Analysis/Design ; --------------'----------------'----------------'------------------' Shear � fv = 45 � Fv' = 135 � fv/Fv' = 0.33 � Bending(+j fb = 182 Fb' = 994 fb/Fb' = 0. 18 Bending(-) f1.� = 267 Fb' = 994 fb/F�' = 0.?7 Total Defl'n 0.01 = <L/999 0.22 = L/180 0.03 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Header 2, 4 foot window right side middle, bedroom ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material: Lumber-soft Lateral support: top= ful1, bottom= at supports; Total length: 4.00 [ft] Load combinations: ASCE 7-05 j IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=f�) »Self-weight automat.ically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'----�----------'--------------'----- � � � � � � Truss A03 Dead Full UDL 843.0 plf Self-weight Dead Full UDL 5.? p1f ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- -5- . � ---------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - ------------------------- ; 4.00 ft � , _-___--_-_ , � � � ----------'------------------- Dead ; 1802 1802 Total ; 1802 1802 B.Length ; 1 .5* 1 .5'� Min req'd; 1 .27 1 .27 `Minimum bearing length setting used: 1-1/2" for end supports DESIGN SECTION: Hem-Fir, Na.2, 4x8 @ 5.241 plf Header � This section PASSES the aesign code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) � - ------------------------- Criterion ; Analysis Value ; Design Value ; Analysis/Design ; --------------'----------------'----------------'------------------' Shear � fv = 70 � Fv' = 135 � fv/Fv' _ �.52 � Bending(+} fb = 700 Fb' = 994 fb/Fb' = 0.7Q Total Defl'n 0.06 = L/874 0.27 = L/180 0.21 - ---------- Header 3, 4 foot window, den DESIGN DATA: Material: Lumber-soft Lateral support: top= full, botto�n= at �upports; Total length: 4.00 [ft] Load cambiriations: ASCE 7-Q5 / IBC 2009; ------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;teri�; Start End ; Start Ena ; --------------'--------------'------------'----'---------------'------_____----'----- � � � � � � Joist 1 Dead Full UDL 42.0 plf Joist 1 Live Full UDL 234.0 plf Wall Dead Full UDL 90.0 plf Self-weight Dead Full UDL 5.2 plf MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ; 4.00 ft � _--------- , ---------- ----------'------------------- Dead ; 291 291 Live ; 497 497 Total ; 788 788 B.Length ; 1 .5%� 1 .5% Min req'd; 0.56 0.56 �Minimum bearing length setting used: 1-1/�" for end supports ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- -6- ----------------------------------------------------------------------------------- � � ----------------------------------------------------------------------------------- DESIGN SECTION: Hem-Fir, No.2, 4x8 C� 5.241 plf Header 3 ; This section PASSES the design code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Value ; Design Value ; Arialy�is/Design ; --------------'----------------'--------_-_-----'__----------------' Shear � fv = 31 � Fv' = 150 � fv/Fv' = 0.20 � Bending(+) fb = 297 Fb' = 1105 fb/Fb' = 0.27 Live Def1'n 0.01 = <L/999 0. 13 = L/360 O.Q7 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.09 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Header 4, 6 foot siding door, dining room ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ DESIGN DATA: Material: Lumber-soft Lateral suppart: top= full, bottom= at supports; Total length: 6.00 [ft] Load combinations: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Joist 4 Dead Full UDL 79.0 plf Joist 4 Live Full UDL 4�5.0 plf Wall Deacl Full UDL 9Q.0 plf Self-weight Dead Full UDL 5.2 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BE�IRING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 6.00 ft � ---------- � _____----- + � � ----------'------------------- Dead ; 544 544 Live ; 132E 1328 Total ; 1872 1�72 B.Length ; 1 .5'� 1 .5w Min req'd; 1 .32 1 .32 %'�Minimum bearing length setting used: 1-1/2" for end supports DESIGN SECTION:T^ Hem-Fir, No.2, 4x8 @ 5.241 plf Header <�. This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------ Criterion ; Arialysis Value ; Desi�n Value ; Analysis/Design ; --------------�_---------------'----------------'------------------' , � � � Snear fv = 85 Fv' = 150 fv/Fv' = 0.57 Bending(+} fla = 1094 F1�' = 1105 fb/Fb` = 0.99 Live Defl'n 0.09 = Lf794 0.20 = L/360 0.45 `i'atal Def 1'n 0.15 = L/492 0.31 = L/240 0.G9 -7- �V Header 5, door, front entry DESIGN DATA: Material: Lumber-soft Lateral suppoit: top= full, bottom= at supports; Total length; 4.00 [ft] Load combinations: ASCE 7-05 / IBC 2009; LOADS: (force=lbs, pressure=psf, udl=plf, location=ftj »Self-weight automatically included« Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'--------------'------------'-___�--------------'--------------'----- i I 1 I 1 I Joist 5A Dead Full UDL No 5b.0 plf Joist 5A Live Full UDL NG 290.0 plf Self-weight Dead Full UDL No 5.2 plf MAYlMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in} ; 3.00 � .ao ft � ------------------- , ------------------- � ----------�---------------------------- Uplift ; 50 Dead ; 84 202 Live ; 402 955 Total ; 487 1157 B.Length ; 1 .5'� 3.5%4 1 .5� Min req'd; 0.34 Q.48*�' � %Minimum bearing length setting used: 1-1/2" for end supports and 3-1/2" for interior supports �'�Minimum k�earing length governed by the required width of the supporting member. ----------------------------------------------------------------------------------- ---------------------------------------------------------------------------------- DESIGN SECTION: Hem-Fir, No.2, 4x8 @ 5.241 plf (fe�,�lu-'� This sectian PASSES the design code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Value ; Design Value ; Analysis/Design ; --------------'----------------'--____-----------'------------------' Shear � fv = 24 � Fv' = 150 � fv/Fv' = 0. 16 � Bending(+) fb = 112 Fb' = 1105 fb/Fb' = 0. 10 Bending(-) fb = 132 Fb' = 1104 fb/Fb' = 0. 12 Live Defl'n 0.0� _ <L/999 0. 11 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.1b = L/240 Q.Q2 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Header 6, 16 f.00t. garage door ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material: Lumber-soft Lateral support: top= full, bottom= at supports; Total length: 16.00 [ft] Load combinations: ASCE 7-05 J IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- -8- . ----------------------------------------------------------------------------------- i� ----------------------------------------------------------------------------------- LOADS: {fo�rce=lbs, pressure=psf, udl=plf, location=ft} � »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location a Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------�______--------'------------'----'--------------'--------------'----- � � � � � � Truss E02 Dead Partial UDL 0.00 10.00 12$.0 128.0 plf Truss E03 Dead Partial UDL 10.00 16.00 16i�.0 168.0 plf Self-weight Dead Full UDL $.1 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIDNS and BEARING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 16.00 ft � ---------- , ---------- , � � � ----------'------------------- Dead ; 1152 1266 Total ; 1152 1266 B.Length ; 1 .5%Y 1 .5w Min req'd; 0.81 0.89 %�Minimum bearing length setting used: 1-1/2" for end supports ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN SECTION: Hem-Fir, No.?, 4x12 @ �. 133 plf Header 6 This section PASS�S the desigri code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ Criterion ; Arialysis �'alue ; Design Value ; AnalysisjDesign ; �__�______�___�_____�_____�____��_______________��_�___________�__� I 1 I � Shear fv = 43 Fv' = 135 fv/Fv' = 0.32 Bending(+) fb = 777 Fb' = 841 fb/Fb' = 0.92 Total Defl'n 0.62 = L/310 �.$0 = L/240 0.77 Header 7, door to den DESIGN DATA: Material: Lumber-soft Lateral support: top= full, l�ottom= at supports; Total length: 2.25 [ft] Load combinations: ASCE 7-05 f IBC 2009; LO�DS: (force=lbs, pressur�=psf, udl=plf, location=ft) »Self-weight automatically included« ---------------------------------------- Load ; Type ;Distribution;Pat-; Lacation ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Joist 1 Dead Full UDL 81 .� plf Joist 1 Live Full UDL 562.0 plf Self-weight Dead Full UDL 5.2 plf -9- ----------------------------------------------------------------------------------- I'Z ----------------------------------------------------------------------------------- MAXIMUM REACTIONS anc� BEARING LENGTHS (force=lbs, length=in} = ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 2.25 ft � ---------- , ---------- , � � --------- ' ------------------- Dead ;' 107 107 Live ; 7�3 703 Total ; S10 810 B.Length ; 1 .5* 1 .5�'' Min req'd; 0.57 0.57 %til�4inimum bearing length setting used: 1-1/2" for end supports ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN SECTION: Hem-Fir, No.2, 4x8 @ 5.241 plf Header 7 This section PAS�ES the design code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, de:flection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Value ; Design Valu� ; Analysis/Design ; --------------'----------------'----------------'------------------� � � � � Shear fv = 20 Fv' = 150 fv/Fv' = 0. 13 Bending(+) fb = 167 Fb' = 1105 fb/Fb' = 0. 15 Live Defl'n 0.00 = <L/999 Q.08 = L/360 0.03 Total Defl 'n Q.00 = <L/999 0. 11 = LJ240 0.03 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Header 8, door to bath ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DE1TA: Material: Lumber-soft Lateral support: top= full, bottom= at supports; Total length: 2.00 [ft] Load combinations: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (foi°ce=lbs, pressure=psf, udl=plf, locatian=ft) »Salf-weight. automatically included« Load � � ; Type ;Distribution;Pat-; Location ; Magnitu�e ;Unit. ; ; ; tern; Star.�t End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- , � � � � � Joist 5 Dead Full UDL 69.0 plf Joist 5 Li��e Full UDL 368.0 plf Self-weight Dead Full UDL 5.2 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ?�IAX.INItJNI REACTIONS and BEARING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ ; 2.00 ft � ---------- � -_________ 1 ^ _____�____�_____________.^____� Dead ; 83 83 Live ; 414 414 Tat�l ; 497 497 B.Length ; 1 .5� 1 .5%� Min req'd; 0.35 0.35 %�Minimum bearing length setting used: 1-1J2" for end supports -10- � ----------------------------------------------------------------------------------- 13 ----------------------------------------------------------------------------------- DESIGN SECTION. Hem-Fir, No.2, 4x8 @ 5.241 plf Header 8 - This section PASSES tt�e �esign coc�e check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. PESIGN CODE (str•ess=�si, c�eflection-in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Val.ue ; Design Value ; Analysis/Design ; --------------'----------------'----------------'------------------' Sheax� � fv = 10 � Fv' = 150 � fv/Fv' = 0.07 � Bending(+) fU = 89 Fb' = 1105 fb/Fb' = 0.08 Liv� Defl 'n negligible Total Defl'n 0.�0 = <L/999 0. 10 = L/240 0.01 ------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------ Beam 1 , over fireplace ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material: Lumber-saft. Lateral support: top= full, bottom= at supports; Total length: 5.50 [ft) Load combinatioris: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, �ressure=psf, udl=plf, location=ft.) »Self-weight automatically included« ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ Load ; Type ;Pistrik�ution;Pat-; Location ; Magnitude ;Unit ; ; ; tcrn; Start End ; Start End ; --------------'--------------'------------'----'--------------'---------------'----- � � � � � � Joist ? Dead Full UDL 65.0 plf :Toist 2 Live Full UDL 365.0 plf Wall Dead Full UDL �0.0 plf Self-weight Dead Full UDL 5.2 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- M4XIMUM IZEACTIONS and BEARING LENGTHS (force=lbs, length=in) ; 5.50 ft. � _--------- , ---------- � � „ ----------'------------------- Dead ; 469 469 Live ; 1049 1049 Total ; 1518 1518 B.Length ; 1 .5%° 1 ..5�` Min req'd; 1 .07 1 .07 �Minimum bearing length setting used: 1-1/2" for end supports ----------------------------------------- DESIGN SECTION: Hem-Fir, No.3, 4x8 @ 5.241 plf Beam 1 This section PASSES the design c��e check. SECTION vs DESIGN CODE (stress=psi, deflection=in) ----------------------- Crit.erion ; Analysis Value ; Design Value ; Analysis/Design ; ______________�___-------------;----------------;-------------------' Shear fv = 67 Fv' = 150 fv/Fv' = 0.45 � Bending(+) fb = 807 Fb' = 1105 fbJFb' = 0.73 Live Defl'n O.Q6 = <L/999 0.19 = L/360 0.30 Tota1 Defl'n 0.09 = L/723 0.28 = L/240 0.33 -11- i� ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Beam 2, beam over kitchen - ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material: Glulam-Unbal. Lateral supp�rt: top= full, bottom= at supports; Total length: 13.25 [ft] Load co►nbinations: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-saeight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- , � � � � � Joist 4 Dead Full UDL 79.0 plf Joist 4 Live Full UDL 425.0 plf_ Joist 3A Dead Partial UDL 0. 13 4. 13 20.0 20.0 plf Joist 3A Live Partial UDL 0. 13 4. 13 1?5.0 125.0 plf Joist 5 Dead Partial IJI)L 4. 13 5. 13 1!+.0 14.0 plf ;.Toist 5 Live Partial UDL 4. 13 5. 13 84.0 84.0 plf Joist 5A Dead Partial UDL 5. 13 13.38 4.0 4.0 plf Joist 5A Live Partial UDL 5. 13 13.38 69.0 69.0 plf Self-weight Dead Full UDL 12.4 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUA� REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 13.25 ft � ---------- , ---------- � ------___ � ------------------ Dead ;^ 703 656 Live ; 3525 3366 Total ; 4228 4022 B.Length ; 1 .5%` 1 .5�° Min req'd; 1 .27 1 .?1 %�Minimum bearing length setting used: 1-1/2" for end support.s ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- UESIGN SECTION: West Species, 24F-1 .$E WS, 5. 1?5x10.5 @12.389 plf Beam 2 This section PASSES the design code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress-psi, deflection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Va1�ze ; Design Value ; Analysis/Design ; --------------'----------------'----------------'-------------------' � � � � Sh�ar fv = 10Q Fv' = 265 fv/Fv' = 0.38 Bending(+) fb = 1719 Fb' = 2400 fb/Fb' = Q.72 Live Defl'n 0.41 = L/393 0.45 = L/360 0.92 Total Defl'n 0.53 = LJ303 0.67 = L/240 0.79 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Beam 3, kit.chen, suppoarting beam 2 DESIGN DATA: Material: Glulam-Unbal. Lateral support: top= full, bottom= at supports; Total length: 11 .50 [ft] Load combinatioris: ASCE 7-05 / IBC 2009; -12- ----------------------------------------------------------------------------------- r� ----------------------------------------------------------------------------------- LU�DS: (force=lbs, pressure=psf, udl=plf, location-ft} - »Self-weibht automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; T��e ;Distribution;Pat-; Location ; Magnitude ;Unit. ; ; ;tern; Start Encl ; Si:art Erld ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Truss A03 Dead Full UDL 843.0 plf I�'all Dead Full UDL 90.0 plf Beam 2 Bead Poznt 8.25 656 lbs Beam 2 Live Point 8.25 3366 lbs Self-weight Dead Full UDL 15.9 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ^�IAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 11 .5Q ft � ---------- , ---------- , � � � ----------'------------------- Dead ; 5825 6104 Live ; 1015 2351 Total ; 6841 8454 B.Length ; 2.05 2.54 Min r-eq'd; 2.05 2.54 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- D�SIGN SECTION: West Species, 24F-1 .8E WS, 5. 125x13.5 @15.929 plf Beam 3 This section PASSES the design code check. 5-1/8x13-1/2 ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIC,N CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- -----------------------------------------------------�------------------------------ Criteri.on ; Analysis Value ; Design Value ; Ana.lysis/Design ; ---------------'----------------'----------------'------------------' � � � � Shear fv = 156 Fv' = 265 fv/Fv' = 0.59 Bending(+) fb = 1856 Fb' = 2400 fb/Fb' = 0.77 Live Defl 'n 0.08 = <L/999 0.39 = L/360 0.?1 Total Defl'n 0.42 = L/332 0.58 = L/240 0.7? Try beam to match joists L.O�DS: (#��ce=lbs, pressure=�sf, udl=plf, location=ft) .>Self-weight automaticaliy included« --------------------------------- L,oad ; Ty�e ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Truss A03 Dead Full UDL 843.0 plf `�'all P�ad Full UDL 90.0 plf Beam ? Dead Point 8.25 656 lbs Beam 2 Live Point 8.25 3366 lbs Self-weight Dead Full UDL 18.5 plf -13- ----------------------------------------------------------------------------------- !� ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) . ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 11 .50 ft � ---------- , ---------- � � � ----------'-------------._----- Dead ; 58Q1 6081 Live ; 1002 ?364 Total ; 6803 8445 B.Length ; 1 .61 ? Min req'd; 1 .61�%� 2%'�* �*Minimum bearing length governed by the required width of the supporting member. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN SECTION: West Species, 24F-1 .8E WS, 6.75x11 .875 @18.455 plf Alternatp '1'his section PASSES the desigri code check. 6-3/4x11-��^ ----------------------------------------------------------------------- ----- --------------------------------------------------------------------- -- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------- - ------------------------------------------------------------------------ L'r'1tE.'I'lOIl ; Ana1,y'S1S Vi31U@ ; �P.SI H11 Val iin ' n.,a�.��;�1Tlo�;a„ � --------------�-----------------'-------------°--�------------------� Sheaz, fv = 138 � Fv' = 265 � fv/Fv' = 0.52 � Bending(+) fb = 1806 Fb' = 2400 fb/Fb' = 0.75 I,ive Defl'n 0.09 = <L/999 0.39 = L/360 0.23 Total Befl'n 0.46 = L/301 0.58 = LJ240 0.80 Beam 4, supporting second flo��r above garage UESIGN DATA: Material: Glulam-Unbal. Lateral support: top= full, bottom= at supports; Total length: 18.75 [ft] Load combinations: ASCE 7-05 / IBC 2009; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included« ------------------------------------ Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ; terri; Start End ; Start End ; --------------'-------------_�____--------'----'---------------'--------------'----- , � � � � � Joist '! Dead Pai•tial UDL 0. 15 11 .40 245.0 245.0 plf Joist 1 LiiTe Partial UDL 0.00 11 .25 370.0 370.4 plf Joist 3 Dead Partial UDL 11 .25 19.00 175.0 175.0 plf Joist 3 Live Partial UDL 11 .25 19.00 255.0 255.0 plf Truss E04 Dead Partial UDL 11 .40 18.90 116.0 116.0 plf Self-weight De��d Full UDL 17.7 plf MA:�IMUM REACTI�NS and^BEARING LENGTHS (force=lbs, length=in) ; 18.75 ft � ---------- � ____------ � � � ----------'-------------------- Dead ; 2544 2773 Live ; 3342 2797 Total ; 5885 5570 B.Lengtl� ; 1 ,77 1 .67 Min req'd; 1 .77 1 .67 -14- ►1 DESIGN SECTION: Wesi: Species, 24F-1 .8E WS, 5.125x15 @17.699 plf Beam 4 - This section PE'�SSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Vdlue ; Design Value ; Analy-sis/Design ; --------------�__--------------'--------------__�__---•-------------' , , , � Shear fv = 98 Fv' = 265 fv/Fv' = 0.37 Bending(+) fb = 1704 Fb' = 2372 fb/Fb' = 0.72 I�i�re Defl'n 0.36 = L/623 0.63 = L/360 0.58 Tota1 Defl'n 0.83 = L/273 0.94 = Lj?40 0.88 Beam 5, suppozting second floor, over entry ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Material: Lumber-saft Lateral support: to�a= full, bottom= at supports; Total lengt.h: 8.00 [ft] Load coml�inations: ASCE 7-05 / IBC 2009; LOADS: (force=lbs, pressure=psf, udl=plf, location=ft} »Self-weight automat.ically included« ----------------------------- - - Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Start End ; --------------'-----�---------'------------'----'--------------'--------------'----- � � � � � � Joist 5 Dead Full UDL 91 .0 plf Joist 5 Live Full UDL 97.0 plf Truss E02 Dead Full UDL 70.0 plf Self-weight Dead Full UDL 5.2 plf MAXIMUM REACTI�NS and BEARING LENGTHS (force=lbs, length=in) ; 8.OU ft � ---------- , ----------- � � � ----------'------------------- Dead ; 585 685 Live ; 400 400 Total ; 1085 1085 B.Length ; 1 .5� 1 .5%"� Min req'c�; 0.77 0.77 %°Minimum bearing length setting used: 1-1/2" for end supports ------------------------------------------------- DESIGN SECTION: Hem-Fir, No.2, 4x8 @ 5.241 plf Beam 5 TlZis section PASSES the design code check. SECTION vs, DESIGN CODE � (stzess=psi, deflection=in} --------------------- Criterion ; Analysis V�lue ; Design Value ; Analysis/Desigii ; --------------'----------------'----------------'------------------' � � � � Shear fv = 53 Fv' = 150 fv/Fv' = 0.35 Bending(+) fb = 837 Fb' = 1105 fb/Fb' = 0.76 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.24 Tfltal Defl 'n 0,23 = L/424 0.40 = L/240 0.57 -15- ----------------------------------------------------------------------------------- I� ----------------------------------------------------------------------------------- Beam 6, supporting beam 5 over covered porch •- ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN DATA: Mat.erial.: Glulam-Unbal. Lateral support: top= full, bottom= at supports; Total length: 8.50 [ft] Laad combinations: ASCE 7-05 / IBC 2009; ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, locatzon=ft) »Self-weight automatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distxibution;Pat-; Location ; Magnitude ;Unit ; ; ; tern; Start End ; Star•t End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Beam 5 Dead Point 5.00 685 lbs Beam 5 Live Point 5.00 400 lbs Truss A02 Dead Partial UDL Q.00 5.00 843.0 843.0 plf Wall Dead Partial UDL 0.00 5.00 90.0 90.0 plf Self-weight Dead Full UDL 6.5 plf ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MA�IMU1�1 REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 8.50 ft � ---------- , ---------- -� � � --------- ;------------------- Dead ; 3678 1728 Live ; 172 228 Total ; 3850 1956 B.Length ; 1 .9 1 .5%� Min req'd; 1 .9 0.96 *Minimum bearing length setting used: 1-1/Z" for end supports ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- DESIGN SECTION: West Species, 24F-1 .8E WS, 3.125x9 @ 6.475 plf Beam 6 This section PASSES the design code check. ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in} ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Criterion ; Analysis Value ; Design Value ; Analysis/Design ; --------------'----------------'----------------'------------------' � � � � Shear fv = 153 Fv' = 238 fv/Fv' = 0.64 Bending{+) fb = 1963 Fb' = 2160 fb/Fb' = 0.91 Live Defl'n 0.03 = <L/999 0.29 = L/360 �.09 Total Defl 'n 0.41 = L/253 0.43 = L/240 0.95 Beam 7, supparting roof tr�xsses over Govered porch DESIGN DATA: Material: Lumber-soft. Lateral support: top= full, bottom= at st.rpports; Total length: 13.25 [ft] Load combinations: ASCE 7-05 / IBC 2009; -16- � ----------------------------------------------------------------------------------- ►� ----------------------------------------------------------------------------------- ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft� • »Self-weight aut.omatically included« ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- Load ; Type ;Distribution;Pat-; Locat.ion ; Magnitude ;Unit ; ; ;tern; Start End ; Start End ; --------------'--------------'------------'----'--------------'--------------'----- � � � � � � Truss E04 Dead Partial UDL No O.OQ 3. 17 116.0 116.0 plf Truss E03 Dead Partial UDL No 2.95 13.45 70.0 70.0 plf Self-weight Dead Full UDL No 4.0 plf ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------------ MAYIMi1M REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- ; 3.00 10.25 ft � ------------------- � ------------------- � � � ----------'---------------------------- � Dead ; 835 321 Total ; 835 321 B.Length ; 3.5� 1 .5� Min req'd; 0.34�'� 0.?3 %�Minimum bearing length setting used: 1-1/2" for end supports and 3-1/?" for interior supports '�%'�Minimum bearing length governed by the required width of the supporting member. DESIGN SECTION: Hem-Fir, No.2, 4x6 @ 3.976 plf Beam 7 This section PASSES the design code checl�:. SECTION vs. DESIGN CODE ;stress=psi, deflection=in) C:iterion� �; t�rial��si5 Value ; Design Value ; Analysis/Design ; --------------'--------------__�__--------------'_____-------------' , � � � �hear fv = 31 F�' = 135 fv%Fv' = 0.23 I3ending{+) ft� = 493 Fb' = 994 fb/Fb' = 0.50 Bending(-) fb = 405 Fb' = 994 fb/Fb' = 0.41 Total Uefl'n Q.30 = L/415 0.52 = L/240 0.58 B�am �, crawl space, maximum load & span DESIGN DATA: Nl�terial: Lumber-soft Lateral support: top= full, bottom= at supports; Total length: 13. 17 [ft] Load combinations: ASCE 7-05 / IBC 2009; LQADS� (force=lbs, pressure=psf, udl-plf, location=ft} »Self-weight autamatically included« ------------------------------------------------- Load ; Type ;Distribution;Pat-; Location ; Magnitude ;Unit � ; ;tern; Start End ; St�rt End ; ---------------'--------------'------------'----'--------------;--------------;----- Joist 8 �Dead �Full UDL � No � 106.0 plf Joist 8 Live Full UDL Yes 504.0 plf Self-weight Dead Full UDL No 4.0 plf -17- Za � ----------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=�bs, length=in) ; 1 .83 4.75 4.75 1 .83 ft � ------------------------------------- ------------------------------------- ; � � � � � --------- ' --------------------------------------------- Uplift�; 377 377 Dead ; 35 455 591 455 35 Live ; 629 2364 2761 2364 629 Total ; 665 2819 335� 2819 665 B.Length ; 1 .5* 3.5^ 3.5� 3.5k 1 .5* Min req'd; 0.47 1 .61 1 .99 1 .61 0.47 4Minimum bearing length setting used: 1-1/2" for end supports and 3-1j2" for interior supports DESIGN SECTION: Hem-Fir, No.2, 4x6 @ 3.976 plf Beam 8 This sectian PASSES the design code checic. SECTTON vs. DESIGN CODE lstress=psi, deflectian=in) ------- ^ Crit.erion ; Analysis Value ; Design Value ; Analysis/Design ; --------------'----------------'----------------'------------------' Shear � fv = 102 � Fv' = 150 � fv/Fv' = 0.5$ � Bending(+) fb = 653 Fb' = 1271 fb/Fb' = 0.52 13�nding(-) fb = 1031 Fb' = 1271 fb/Fb' = 0.81 Live Defl'n 0.05 = <L/999 0.17 = L/360 0.29 Total Defl'n 0.06 = <�,/999 �,25 = L/240 0.23 -18- �`i File: Footing Job: YP0612 1500 psf Soil bearing Allowable Trial& Side (ft) Total Footing Size Soil bearing error of Square 11:36 AM Print Time Load on Adjustment value for Footing 08/01/12 and Date Column Feet Inches forw>1' Increase Dead l.ive Beam 2 703 3,525 4,228 1 7 1.12 1.12 1.59 1676 Check Allowable Total 703 3,525 4,228 Check 1676 Actual Dead Live Beam 3 5,825 1,015 6,840 1 11 1.19 1.19 1.96 Rear 1787 Check Allowable Total 5,825 1,015 6,840 Check 1787 Actual � Dead Live Beam 3 6,104 2,351 8,455 2 2 1.23 1.23 2.14 Front 1843 Check Allowable Total 6,104 2,351 8,455 Check 1843 Actual Dead Live Beam 4 2544 3,342 5,886 1 10 1.17 1,17 1.83 1750 Check Allowable Total 2,544 3,342 5,886 Check 1750 Actual Dead Live Beam 6 3,678 172 3,850 1 6 1.10 1.10 1.52 Rear 1657 Check Allowable Total 3,678 172 3,850 Check 1657 Actual Dead Live Beam 6 1,728 228 2,277 1 2 1.04 1.04 1.21 Beam 7 321 Front 1562 Check Allowable Total 2,049 228 2,277 Check 1562 Actual � Dead Live Beam 8 591 2,761 3,352 1 5 1.09 1.09 1.43 1630 Check Allowable Total 591 2,761 3,352 Check 1630 Actual Dead Live Header 1 2,627 2,627 1 3 1.06 1.06 1.29 1586 Check Allowable Total 2,627 0 2,627 Check 1586 Actual Zti File: WIND_ D:�20j2\YP0612 Page 1 ' 04:23 PM Print Time 07/18/12 and Date � Wind Loads Wind pressure per 2009 IBC Section 16 and ASCE 7-05 Section 6.5 � Wind Speed = 85 mph Exposure = B Importance = 1 qs = 18.5 z (height) = 30 zg = 1200 a = 7.00 Kz = 2.01(z/zg)^ (2/a} 0.70 Cnet = 0.43 + 0.51 = 0.94 ' Kzi = 1 p = qs(Kz)(Cnet)(I)(Kzi) = 12.2 psf 4 � � File: WIND_ D:�2012�YP0612 Page 2 04:23 PM Print Time 07/18/12 and Date Front Elev. Area Avg. p Force Shear (ft) (sqft) (ps� (Ib) (Ib) 26.00 1.95 12.2 24 24 25.00 5.84 12.2 71 95 24.00 9.73 12.2 119 213 23.00 13,62 12.2 166 379 22.00 17.51 12.2 213 593 21.00 21.41 12,2 261 854 20.00 31.38 12.2 382 1,236 19.00 33.44 12.2 407 1 ,643 18.00 35.24 12.2 429 2,073 17.00 35.50 12.2 433 2,505 16.00 34.50 12.2 420 2,925 15.00 34.50 12.2 420 3,346 . 14.00 34.50 12.2 420 3,766 13.00 34.50 12.2 420 4,186 12.00 34.50 12.2 420 4,607 11 .00 35.00 12.2 426 5,033 10.00 35.50 12.2 433 5,466 9.00 35.50 12.2 433 5,898 8.00 35.50 12.2 433 6,331 7.00 35.50 12.2 433 6,763 6.00 35.50 12.2 433 7,196 5.00 35.50 12.2 433 7,628 4.00 35.50 12.2 433 8,061 3.00 35.50 12.2 433 8,493 . 2.00 35.50 12.2 433 8,926 1.00 35.50 12.2 433 9,358 0.00 35.50 12.2 433 9,791 120,570 Maximum overturning moment . 'j�f File: WIND_ D:\2012\YP0612 Page 3 04:23 PM Print Time 07/18/12 and Date . Side Elev. Area Avg. p Force Shear (ft) (sqft) (ps� (Ib) (Ib) 26.00 37.50 12.2 457 457 , 25.00 37.50 12.2 457 914 24.00 37.50 12.2 457 1,371 23.00 37.50 12.2 457 1,827 22.00 37.50 12,2 457 2,284 21.00 38.50 12.2 469 2,753 20.00 39.50 12.2 481 3,235 19.00 39.50 12.2 481 3,716 18.00 39.50 12.2 481 4,197 17.00 39.00 12.2 475 4,672 16.00 37.50 12.2 457 5,129 15.00 37.50 12.2 457 5,586 14.00 37.50 12.2 457 6,043 13.00 37.50 12.2 457 6,500 12.00 37.50 12.2 457 6,957 11.00 37.50 12.2 457 7,414 10.00 37.67 12.2 459 7,872 9.00 40.83 12.2 497 8,370 8.00 41.50 12.2 506 8,876 . 7.00 41.50 12.2 506 9,381 6.00 42.00 12.2 512 9,893 5.00 42.50 12.2 518 10,411 4.00 42.50 12.2 518 10,928 3.00 42.50 12.2 518 11 ,446 2.00 42.50 12.2 518 11,964 1.00 42.50 12.2 518 12,482 0.00 42.50 12.2 518 13,000 190,740 Maximum overturning moment �� File: A SW YP0612 11:37 AM• Print Time 08/01/12 and Date Shear Wall and Roof Diaphragm Design 8,876 Ib shear, side 230.55 plf Span 21 17.5 2,421 2,017 2,421 2,017 2,421 4,438 2,017 • check total 8,876 Side, rear Wind on front . First floor 2,421 Ib wind 6,763 Ib wind Number Width Number Width 1 2.75 A 41 2 4 6.75 Total feet 359 PLF (2) 41 Total feet 82 PLF (1) , Side, center 4,438 Ib wind B 13 3 19.5 C 8 19.5 Total feet 228 PLF (1) 21 Total feet 161 PLF (1) Side, center front 2,017 Ib wind 4 3 5 2 6 2 7 Total feet 288 PLF (2&4) Z� File; A SW YP0612 ' 11:37 AM Print Time 08/01/12 and Date Shear V1/all and Roof Diaphragm Design (continued) � Wind on side Wind on front Second floor 4,672 Ib 2,505 Ib Number Width Number Width 7 11 D 3 8 4.5 E 3 9. 6 F 14 21.5 Total feet 109 PLF (1) 20 Total feet 63 PLF (1) 10 3 G 17 11 3 H 16 12 3 13 3 33 Total feet 38 PLF (1) 12 Total feet 195 PLF (1) • Roof: 34 Total feet 69 PLF (A) 41 Total feet 31 PLF (A) Maximum overturning moment 190,740 Lb-ft , Width: 34 5,610 Pounds Length: 41 137 Plf 0.6* Dead load > overturning, OK Notes: 1. 3/8" minimum structural sheathing, 6d galv box or common 6"o.c. all edges (260 pl� 2. 3/8"minimum structural sheathing, 6d galv box or common 4"o.c. all edges (390 pl� 3. 3/8"minimum structural sheathing, 6d galv box or common 3"o.c. all edges (507 plfl 4. 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