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Specifications i U FFICE COPY ' DEC 2 12015 LATERAL CALCULATION S CITY �1cI), FOR McDonald Street Residence 10375 SW McDonald St Tigard, OR CITY OF TIGARn O PRUVI OFFS' GtN� d'i RFOR CODS Approved; 19 E `~ OTCs Permit o O Qec. 12,2c`� Address0170 Sv -I�c. 1Jon�la M, mc��'J Suite#s B .....�...r.r IRONWOOD" ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS • PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF THAT INFORMATION. NO RESPONSIBILITY AND/OR LIABILITY ARE ASSUMED BY, OR ARE TO BE ASSIGNED TO,THE ENGINEER FOR ITEMS BEYOND THAT SHOWN IN THESE CALCULATIONS. Project: McDonald Street Lateral NCO C;� J STRUCTURAL Client: Zilka Desigm Proj.No.: I5-580 ENGINEERS Date. 12/15 By: RMM Sheet No.: COVER 2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-667-0486, wbco@bkengin=s.com >. f 74 k4 ' 6'Ckt^A 70. - . { a i Project: McDonald Street Lateml � LI. ' STRUCTURAL Client: Z►1ka�ign Proj.No.: 1s-58th ENGINEERS Date: , 12/15 By: RMM sheet No.: t NOOSE IIARRISON STRErT.,MtLWAU!(W OA.972721. A-601.0451.FAX)03-OV-0416.wtvat'bkcnl�rtrrrYwm 2 Y EJ J GRAD NORT14 ELEVATION SCALE 3/18"1'0" r � o Project: McQonald Street Latent a STRUCTURAL client: Prflj.No.. 15-580 ERS Date: 12,115 By: RMM Sheet No.. .. 2700 SE HARRIS04 STREET..MILWAtAIrt OP.,91272,W-6:39-04S€,FAN Sv3 4UT.0�6. rpber d�ik�+g+rtctr3.ec�i S --....._._-.— ..._------ -- � _ _,_.. _._._............ .._ � �^�� _ .___ ..____.__.............._.._.........._. t ;o; a i HEZ E almim Gj RISE 7.5- j o WN 9- 111 _ 4X 16 ROGE FYI....... .4 ., F ? Uvuz NM i 4 VAYirED IEnRROd. t ds (1RRY O � ----------- I---- - A ` Y , INC* Project: McDonald Street Lateral STRUCTURAL E P1 ° Client: Zilka Design Proj.No.: I5-580 tlA `' �� ENGINEERS Date: 12115 By: RMM Sheet No.: 3 2700 SE HARR]SON STREET.,MILWAUKIE OR,97222,503.607.0481,FAX 503-607-0486. robertCbkenginem,com Wind Loads for Main Wind Force Resisting System (MWFRS) Using ASCE 7-10 Method 2 for all heights (gableJhipped roofs) Project: McDonald St Lateral Project No.: 15-580 Date: 12/14/2015 V„Jt: 120 mph V,ld: 93 mph Building Dimensions Vasd: 93 Cp N-S wind E-W wind N-S (ft): 44.67 Exposure B Windward Wall 0.80 0.80 E-W (ft): 27.2 Iw: 1.00 Leeward Wall -0.37 1.17 -0.50 1.30 hR,(ft): 15 Kd: 0.85 Windward Roof -0.08 0.39 -0.18 0.33 Roof Pitch: 3:12 G: 0.85 Leeward Roof -0.47 -0.51 Roof Angle (deg) 14.0 NORTH -SOUTH WIND EAST-WEST WIND g,,(psf) 10.8 WALLS ROOF WALLS ROOF LW"-P": -3.4 LW "-P -4.4 LW "-P": -4.6 LW "-P": -4.7 Height K q,(psf) WW TOTAL WW TOTAL WW TOTAL WW TOTAL iut "+P" (psf) "P" (psf) "+P" (psf) "P"(psf) "+P"(psf)I "P"{ sf) "+P" sf "P" (psf) 0-15 0.57 10.8 7.3 10.8 -0.8 3.6 7.3 11.9 -1.7 3.1 20 0.62 11.7 8.0 11.4 -0.8 3.5 8.0 12.6 -1.8 2.9 25 0.67 12.5 8.5 11.9 -0.9 3.5 8.5 13.1 -1.9 2.8 28 0.69 12.9 8.8 12.2 -0.9 3.4 8.8 13.4 -2.0 2.7 35 0.73 13.8 9.4 12.8 -1.0 3.4 9.4 14.0 -2.1 2.6 40 0.76 14.3 9.7 13.1 -1.0 3.3 9.7 14.3 -2.2 2.5 45 0.79 14.8 10.1 13.5 -1.1 3.3 10.1 14.6 -2.3 2.4 50 0.81 15.2 10.4 13.8 -1.1 3.3 10.4 15.0 -2.3 2.4 55 0.83 15.7 10.7 14.1 -1.1 3.2 10.7 15.2 -2.4 2.3 60 0.85 16.1 10.9 14.3 -1.2 3.2 10.9 15.5 -2.5 2.2 65 0.87 16.4 11.2 14.6 -1.2 3.5 11.2 15.8 -2.5 2.2 Sheet No.: (J '�' 1 iv,r r\.t�.f�lr> .�p'L.�.TF1w.r.d L3 .`�Mc..r yV T'�.VS... .5�s 1J'"^„•.wJ9 civ 1 f dor . _�-rte•�.� � . � } L�1 � '�F.�,..5+.4 C.�� J t��a�"��`�' �� ."�(f^t� /J+'L3��[�i' '. d�C.T g�� •..•.-•w."'w,'``.,.. —...-*..._.-r"r ? ' - VS) I - gE LID 51 WE I CO Project: McDonald Street Lateral STRUCTURAL Client: Lilka Desi Proj. yo.: 15-580 UP` ENGINEERS Date: 12/15 By:_.R.MM Sheet Nb.: 2700SF,HAP RR9CM S`TRLEI'..MILWAVKIE(W,97222,543,607.0481,FAX SO,Wi 0436.ro?scrc5�3hkcr�j�tcrrstorr Page Rroject: HARRIS MOHAMMAD r Jonathon Zilka / Location: HEADER OVER WEST WINDOWS AND DOOR Zilka Design Roof Beam ii 2421 SE Ash Street or [2009.International Building Code(2005 NDS)] Portland,OR 97214 3.5 IN x 5.5 IN x 4.0 FT #2--'Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 10:12:40 AM Section Adequate By: 219.1% LOADING DIAGRAM REQVIVEp Controlling Factor:MomentDEFLECTIONS Center Live Load 0.01 IN L/3698 Dead Load 0.01 in DE 1 Total Load 0.02 IN U2210 ?0 1.5 j`Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B �gr��g��(��J Live Load 350 Ib 350 Ib al d U p(p Dead Load 236 Ib 236 Ib ��tlYDJ' Total Load 586 Ib 586 Ib I Bearing Length 0.27 in 0.27 in _E.:'AM DATA — Span Length 4 ft I Unbraced Length-Top 0 ft j Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 ROOF LOADING *Roof Duration Factor 1.15 Side One: Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch(North) Tributary Width: TW= 5 ft Base Values Adjusted Side Two: Bending Stress: Fb= 850 psi Fb'= 1271 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.30 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 2 ft Cd=1.15 Wall Load: WALL= 0 pif Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.L to Grain: Fc-L= 625 psi Fc--L'= 625 psi Adjusted Beam Length: Ladj= 4 ft Beam Self Weight: BSW= 4 plf Controlling Moment: 586 ft-Ib Beam Uniform Live Load: wL= 175 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj= 118 plf Created by combining all dead and live loads. Total Uniform Load: wT= 293 plf Controlling Shear: 457 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided Section Modulus: 5.53 in3 17.65 in3 Area(Shear): 3.31 in2 19.25 in2 Moment of Inertia(deflection): 3.95 in4 48.53 in4 Moment: 586 ft-Ib 1869 ft-Ib Shear: 457 lb 2657 lb page Project: HARRIS MOHAMMAD Jonathon Zilka Location: HEADER OVER WEST WINDOWS AND DOOR Zilka Design Roof Beam � t # 2421 SE Ash Street of [2009 International Building Code(2005 NDS)] Portland,OR 97214 3.5 IN x 5.5 IN x 4.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 10:12:44 AM Section Adequate By: 219.1% Controlling Factor: Moment VMD DIAGRAM 600 586 lbs @ 0 ft 300— 'tear(Ibs) 00'tear(Ibs) . 0- -300- -600 -300-600 -586 lbs @ 4 ft • 600 586 ft-lbs 2 ft 300 i nt(ft-Ib) 0 i -300 i -600 I -0.03 -0.01 ction(in) 0 i 0.01 I 0.03 0.022in@2ft $ ..x":-;, .,'1��.;",s� .`r�'�,y" Tai.3i;;; ','.`c=` "X.:' -= :. '_.'a;:= 4 ft I A Project: HARRIS MOHAMMAD page Jonathon Zilka Location: ROOF RAFTER MAIN LIVING ROOM(VAULTED) ZilkaDesign Roof Rafter � 2421 SE Ash Street of [2009 International Building Code(2005 NDS)] Portland,OR 97214 1.5 INx7.25INx14.OFT(12+2)@24 O.C. #2.-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 10:15:53 AM Section Adequate By: 1.7% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Riqht Live Load 0.36 IN U434 0.02 IN 2U2172 Dead Load 0.22 in 0.00 in Total Load 0.58 IN U270 0.00 IN 2L/Infinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 150 plf 300 Ib Upper Dead Load @ A 95 plf 190 Ib Upper Total Load @ A 245 plf 490 Ib Lower Live Load @ B 204 plf 408 Ib m Lower Dead Load @ B 133 plf 265 35 12 ft — zn� Lower Total Load @ B 337 plf 674 Ib RAFTER SUPPORT DATA A B RAFTER LOADING Bearing Length 0.52 in 0.72 in Uniform Roof Loading RAFTER DATA Interior Eave Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Span Length 12 ft 2 ft Slope Adjusted Spans And Loads Rafter Pitch 5 12 Interior Span: L-adj= 13 ft Roof sheathing applied to top of joists-top of rafters fully braced. Eave Span: L-Eave-adj= 2.17 ft Roof Duration Factor 1.15 Peak Notch Depth 0.00 Rafter Live Load: wL-adj= 43 plf Base Notch Depth 0.00 Eave Live Load: wL-Eave-adj= 43 plf Rafter Dead Load: wD-adj= 28 plf MATERIAL PROPERTIES Rafter Total Load: wT-adj= 70 plf #2-Douglas-Fir-Larch(North) Eave Total Load: wT-Eave-adj= 70 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 1349 psi Cd=1.15 CF=1.20 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: 1453 ft-Ib 5.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -433 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 12.92 in3 13.14 in3 Area(Shear): 3.14 int 10.88 in2 Moment of Inertia(deflection): 31.72 in4 47.63 in4 Moment: 1453 ft-Ib 1477 ft-Ib Shear: -433 lb 1501 Ib Project: HARRIS MOHAMMAD page Jonathon n / Location: ROOF RAFTER MAIN LIVING ROOM(VAULTED) " Zilka Design Roof Rafter � t 2421 SE Ash Street of [2009 International Building Code(2005 NDS)] ` Portland, OR 97214 1.5 IN x 7.25 IN x 14.0 FT(12+2)@ 24 O.C. #2-.Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 10:15:58 AM Section Adequate By: 1.7% Controlling Factor: Moment VMD DIAGRAM 500 444lbs @ o ft 250 ear(Ibs) 0 -250 -500 - -070 lbs @ 12 k 2000 1453 ft-lbs @ 6 ft 1000 int(ft-Ib) 0 -1000 -2000 -65 ft-lbs @ 12 k -06 -0.301 in@14ft I -0.3 tion(in) 0 i 0.3 0.6 0.577 in@6ft 12ft 2ft—� Project: HARRIS MOHAMMAD page Jonathon n / Location: RIDGE BEAM AT LIVING ROOM VAULTED CEILNG t � Zilka Design Roof Beam �, f 2421 SE Ash Street [2009 International Building Code(2005 NDS)] Portland, OR 97214 or 3.5 IN x 15.25 IN x 13.5 FT #1 a Btr-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 11:29:57 AM Section Adequate By: 32.9% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.12 IN U1346 Dead Load 0.08 in Total Load 0.20 IN U817 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 2025 Ib 2025 Ib Dead Load 1308 Ib 1308 Ib Total Load 3333 Ib 3333 Ib Bearing Length 1.52 in 1.52 in BEAM DATA l issn j Span Length 13.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #1 &Btr-Douglas-Fir-Larch(North) Roof Dead Load: DL= 15 psf Base Values Adiusted Tributary Width: TW= 6 ft Bending Stress: Fb= 1150 psi Fb'= 1323 psi Side Two: Cd=1.15 CF=1.00 Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 6 ft Cd=1.15 = Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load: WALL 0 plf Min. Mod.of Elasticity: E_min= 660 ksi E_min'= 660 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Adjusted Beam Length: Ladj= 13.5 ft Beam Self Weight: BSW= 11 plf Controlling Moment: 11250 ft-Ib Beam Uniform Live Load: wL= 300 plf 6.75 ft from left support Beam Uniform Dead Load: wD_adj= 194 plf Created by combining all dead and live loads. Total Uniform Load: wT= 494 plf Controlling Shear: -2733 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 102.08 in3 135.66 in3 Area (Shear): 19.81 in2 53.38 in2 Moment of Inertia(deflection): 227.77 in4 1034.42 in4 Moment: 11250 ft-Ib 14951 ft-Ib Shear: -2733 lb 7366 lb page Project: HARRIS MOHAMMAD Jonathon Zilka Location: RIDGE BEAM AT LIVING ROOM VAULTED CEILNG p Zilka Design Roof Beam �14, 2421 SE Ash Street (2009 International Building Code(2005 NDS)] Portland,OR 97214 3.5 IN x 15.25 IN x 13.5 FT #1 &Btr-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 11:30:01 AM Section Adequate By: 32.9% Controlling Factor: Moment VMD DIAGRAM 4000 3333 lbs @ 0 ft 2000 ear(Ibs) 0- -2000- -4000— -2000-4000 -3333 lbs @ 14 ft 20000 11250 ft-lbs @ 7 ft 10000 -nt(ft-Ib) 0- -10000— I -10000I -20000- -0.2- -0.1— tion 20000-0.2-0.1tion(in) i 0- 0.1- 0.2- 0.198 in @ 6.8 ft 0.10.2 0.198in@6.8ft s•'....a .:;f,_ 13.5 ft i "roject: HARRIS MOHAMMAD page . Jonathon Zilka Location: DECK BEAM AT WEST DECK i ,# Zilka Design Uniformly Loaded Floor Beam �k - ; 2421 SE Ash Street or [2009 International Building Code(2005 NDS)] Portland, OR 97214 3.5 INx9.25INx9.OFT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 11:31:44 AM Section Adequate By: 24.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U1126 j Dead Load 0.04 in Total Load 0.13 IN U802 .Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1080 Ib 1080 Ib Dead Load 436 Ib 436 Ib Total Load 1516 Ib 1516 Ib Bearing Length 0.69 in 0.69 in BEAM DATA _ Center 9n t Span Length 9 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch(North) Base Values Adjusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 850 psi Fb'= 1020 psi Floor Tributary Width FTW= 4 ft 2 ft Cd=1.00 CF=1.20 Wall Load WALL= 0 plf Shear Stress: Fv= 180 psi Fv'= 180 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 240 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 90 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 7 plf Comp.-L to Grain: Fc-L= 625 psi Fc--L'= 625 psi Total Maximum Load: wT= 337 plf Controlling Moment: 3411 ft-Ib 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1273 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided Section Modulus: 40.13 in3 49.91 in3 Area(Shear): 10.61 int 32.38 int Moment of Inertia(deflection): 73.8 in4 230.84 in4 Moment: 3411 ft-Ib 4242 ft-Ib Shear: 1273 Ib 3885 Ib • page Project: HARRIS MOHAMMAD Jonathon Zilka Location: DECK BEAM AT WEST DECK Zilka Design Uniformly Loaded Floor Beam � + ' 2421 SE Ash Street of [2009 International Building Code(2005 NDS)] ' Portland, OR 97214 3.5 IN x 9.25 IN x 9.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 11/30/2015 11:31:47 AM Section Adequate By:24.4% Controlling Factor:Moment VMD DIAGRAM 2000 1516lbs @ 0 ft 1000 ear(Ibs) 0- 1000- -2000 1000-2000 -1516 lbs @ 9 ft 4000 3411 ft-lbs @ 4 ft I 2000 int(ft-Ib) 0 I ! -2000 -4000 -0.1 I -0.05 tion(in) 0- 0.05- 0.1— 0.050.1 0.096 in @ 4.5 ft � 9ft -I GUARDRAIL REQUIREMENTS Decks less than 30" above grade are not required to have a guardrail; however, if one is installed, you must follow these requirements. All decks and stairways over 30" above grade require guardrails. All guardrails shall be constructed in strict conformance with the figures herein; any deviations require a plan submission. 4 X 4 POST, TYP, 4'-0" MAX SPACING 2 X 2 PICKET, TYP. DO NOT NOTCH 2 X 6 OR 5/4 BOARD RAIL CAP 2 2 X 4 AT TOP co Z ATTACH PICKETS AT TOP OPENINGS SHALL NOT AND BOTTOM WITH SEE GUARD POST ALLOW THE PASSAGE 2-#8 SCREWS OR 2-8d ATTACHMENT DETAILS OF A 4" DIA SPHERE SPIRAL SHANK NAILS EACH. Figure 23—Typical Guardrail Detail Any prefabricated wood, plastic, or manufactured guardrail system purchased from a home center store, lumber company, or somewhere similar will also require a plan submission. The guardrail shall be designed to withstand a concentrated load of 200 pounds anywhere along its length, and the infill area is designed to withstand a load of 50 pounds on a square foot area. Guardrail Post Attachment: There are three options for guardrail attachment provided, you may choose one that suites your needs or provide a design for approval. Guardrail posts shall be spaced per Figure 23 and attached per Figures 24, 25 or 27 and 26, 29. Note: 2x8 minimum joists are required for Figures 24 and 25, and minimum 2x10 joists for Figure 27. Holdowns, tie plates, bolts, nuts and washers must be hot dipped galvanized with 1.85 oz/sf of zinc (G-185 coating) or shall be stainless steel. Look for products such as "Zmax" from Simpson Strong-Tie or "Triple Zinc" from USP. Typical Deck Details revised 2/08 Page 21 of 27