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Home My WebLink AboutStructural Calculations and Drawings for COM2015-00137 - COM Engineering / Geo-Tech Reports - 8/19/2015 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59'h Ave. S., Tukwila, WA 98168 Cell: (206) 571-8794 August 19, 2015 Mason County Building Department Attn: Building Official/Site Inspector Subject: MINOR REVISION: Rear Shed Roof and Deck Design, Existing Convenience, Store/Gas Station Building, 4371 E. Grapeview Loop Road, Grapeview, WA Dear Sir: A preliminary set of working drawings and structural calculations for the above minor construction were prepared by this office on-April 19, 2015. Submitted at this time are some slightly revised working drawings which show the width of the shed roof area reduced from about 15 feet to 10 feet. This change was needed to avoid a post support base interfering with the existing septic tank location. Also changed was a shortening of the rear walk way by about 5 feet. The result is that the structural calculations previously prepared are in all ways still valid and give either the same or more conservative design to the new structure members. To be clear, the previous calculations are still effectively current and appropriate for review with the current working construction drawings. Questions relating the above may be made directly to this office. Sincerely, ruce S. MacVeigh., P.E. Civil Engineer �O o4'VW4AS, cc: John Maynard 799 Chesapeake Drive Shelton, WA 98584 , A C'' ereeves17/0837 E51�N 4/24/ !z Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S., Tukwila, WA 98168 Cell: (206) 571-8794 April 19, 2015 Mason County Building Department Attn: Building Official/Site Inspector Subject: Rear Shed Roof and Deck Design, Existing Convenience Store/Gas Station Building, 4371 E. Grapeview Loop Road, Grapeview, WA Dear Sir: Attached are Construction Drawings and Structural Calculations for a new rear shed roof and covered deck at the above store. - The structures are very simple and have low dead weight and projected sail area, and will be tied into the indent in the existing building layout. As such, shear considerations are minimal and the design is acceptable by inspection. Due to the significant open roof area, uplift is calculated for the major shed roof area and the dead weight of the structure and outer concrete footings have been verified adequate for 100 mph uplift, with a 1.5 safety factor used. All beam components have been designed for a 40 psf live load for occupied floor area and for a 25 psf roof snow load. The design is intended to provide a durable long term service life while providing straight forward construction techniques and materials. Questions relating the above may be made directly to this office. Sincerely, Bruce S. MacVeigh, P.E. ,.1✓1� Civil Engineer ��,�o S c p O John Maynard 799 Chesapeake Drive Jrs5 Shelton, WA 98584 9"lreevesl6/0837 EXPIRES: 4/24/l } CONST RUCTION DRAWINGS FOR SHED ROOF AND COVERED DECK Existing Convenience Store/Gas Station Building 4371 E. Grapeview Loop Road, Grapeview, WA Client: John Maynard/Paul Reeves 799 Chesapeake Drive Shelton, WA 98584 d..w Prepared by: Bruce S. MacVeigh, P.E. 0 Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 e EXPIRES: 4/24//7 I/DZ/� ��3�lIdX :�vr�ar v�f/s d� �i Ar J , 1 s 1 d J 21/vzfb :s3didx3 212.2 W��7� `Y8C1� all 0 I a �Xh Z =1Q' „ Sv� r 18Z� - -- z , o 79 9x ,,z L//t7Z/V =53W,d)C3- f-lG7/ _� r i r _ 4t � O s C� (� RECEIVED SEP 2 9 2015 C' 426 V►l. CEDAR ST_ STRUCTURAL CALCULATIONS FOR SHED ROOF AND COVERED DECK Existing Convenience Store/Gas Station Building 4371 E. Grapeview Loop Road, Grapeview, WA Client: John Maynard/Paul Reeves 799 Chesapeake Drive Shelton, WA 98584 A asjr, Prepared by: z F , Bruce S. MacVeigh, P.E. ICS a Civil Engineer rs �. s 14245 591h Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 EXPIRES. 4/241, BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE: / �� l� 14245 59th Ave.S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: d c,r� , 7-4/s -/S SPAN = L = 4 FEET DL = PSF LL = 40 PSF THEREFORE TL = 4 PSF w = TL x width contrib. area = 6 s. PLF - ve , A3-3 MDES.MNM. LOAD) — w x L 2/8 FT # 6 8 4 V8 FT # = FT # S�z IN # MDES. (POINT LOAD) _ ((L — ) /L x P) x X FT# = FT# FT# IN # � 7 BEAM OR JOIST TYPE : /ter/GG O GRADE: D Fb = 8 PSI (Min. S Req'd = IN3) S = b x d2/6 IN3 = IN 3 THEREFORE: McAP. = S Fb = IN # MCAP. = 4:5' S 5 8 73— _ o z 9 IN# GREATER THAN MDES. _ /. S3 Z, IN # REQUIRED THEREFORE OKAY 1 BEAM CALCULATIONS BY: Bruce S MacVeigh, P.E. DATE: 14245 59th Ave.S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: 0'7/H o 2 120° T° S 7S SPAN= L = FEET DL = PSF LL = z PSF THEREFORE TL = 32 PSF w = TL x width contrib. area = 6`� PLF MDES.(UNW. LOAD) - w x Z 2/8 FT # FT # FT # = jS3 6 IN # MDES. (POINT LOAD) X) /L x P) x X FT # FT # FT # = IN # BEAM OR JOIST TYPE : �� Fb = PSI (Min. S Req'd — IN3) S = b x d2/6 IN' — — IN' THEREFOR: MCAP. = S Fb = IN # MCAP. = = 6, 6 z IN# GREATER THAN MDES. IN# REQ UIRED THEREFORE OKAY 3. / BEAM CALCULATIONS BY: Bruce S MacVeigh, P.E. DATE: 14245 59m Ave.S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: /�'�/��4� D 'Fe SPAN = L = zo FEET DL = PSF LL = zs PSF THEREFORE TL = 33 PSF w = TL x width contrib. area = 7'5;� PLF 7L X 3 ` i�— r MDEs.(UNM. LOAD) — w x L2/8 FT # X Z oZ/R FT # IN # MDES. (POINT LOAD) — ((L X) /L x P) x X FT # = FT # FT # IN # BEAM OR JOIST TYPE : -I",X/ r GRADE: n� ='SQL Fb = / `� PSI (Min. S Req'd/ IN3) S = bxd2/6 IN3 = = 4r, �/ IN3 THEREFOR: MCAP. = S Fb = IN # MCAP. = /, 4 r0 = 7 Z, 370 IN # GREATER THAN MDEs. = SS, 400 IN # REQUIRED THEREFORE OKAY c/ BEAM CALCULATIONS BY: Bruce S MacVeigh, P.E. DATE: 14245 59m Ave.S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: SPAN= L = FEET DL = g PSF LL =zs PSF THEREFORE TL = 3 3 PSF w = TL x width contrib. area = z 's 7,4 PLF 3 3 x MDES.(UW. LOAD) = SW x L /8� FT# e Z 4x �'f3 FT # 7 8 _ FT # —; -- _ 7Zl 4 6 7 IN # / 3, 7 MDES. (POINT LOAD) _ (� - /L x P) x X FT # FT # <,? — FT # IN # BEAM OR JOIST TYPE : qX p v GRADE: /�it--S�z Fb = ,/ 4/So PSI (Min. S Req'd = IN3) S = b x d2/6 IN3 = _ 4 IN3 THEREFOR: MCAP. = S Fb = IN# ,. � MCAP. Sa = 723,7 o IN# GREATER THAN MDES. = 7 Z 467 IN # REQUIRED STHEREFORE OKAY BEAM CALCULATIONS BY: Bruce S MacVeigh, P.E. DATE: 14245 59t'Ave.S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: _5;4r�,7/) 7-5-2 S SPAN= L 3 FEET DL = 8 PSF LL = PSF THEREFORE TL = 3� PSF w = TL, x width contrib. area = 3 3 PLF 1 3(3, 2 MDES.(UW. LOAD) - w x L /8 FT# 33 � 13,3 1/6 FT # = FT # IN # MDES. (POWT LOAD) _ ((I- — ) /L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : z<<XG �� GRADE: Fb = /, qs� PSI (Min. S Req'd S = b x d2/6 IN3 = _ 6/5 IN3 THEREFOR: MCAP. = S Fb = IN # MCAP. _ �' 8 ' - �l� IN # GREATER THAN MDES. _ f, 7 5?� IN# REQUIRED THEREFORE OKAY BEAM CALCULATIONS BY: Bruce S MacVeigh, P.E. DATE: 14245 59t'Ave. S. Tukwila,WA 98168 PROJECT: Cell: (206)571-8794 BEAM LOCATION: SPAN = L /� r FEET DL = PSF LL = PSF THEREFORE TL = 33 PSF TL •x width contrib. area JLF 2 P��} 0 3 MDES.(UN . LOAD) = W x L / F IF FT # FT # IN # (� MDES. (POINT LOAD) (( - X) / L x P) x X FT # f — 7o7 x 4 I FT # z8z8 IN # 707 Z, - 3 BEAM OR JOIST TYPE : jr a X/o t, GRADE: 2 Fb = g 7 PSI (Min. S Req'd = IN') S = bxd2/6 IN' = = 'Ir Q(5-/ IN' THE REFOIS: MCAP. = S Fb = IN # MCAP. = ,Q/ Y 7 S'! 67 J IN # GREATER THAN MDEs. _ 5' -5"��39 IN# REQUIRED WHEREFORE OKAY j 1 OZ (7� S o p1 h N �j 'L r7 P ,9,q _ SRO � 2 57 Western Woods Use Book 3.3 Western Lumber Design Values 1 BASE VALUES FOR WESTERN DIMENSION LUMBER' Table 3.1 i Sizes:2"to 4"thick by 2"and wider Use with appropriate Adjustments in Tables MA through 3.10 BASES VALUES I Grades described in Western Lumber Grading Rules,Sections 40.00,41.00,42.00 and 62.00, Also Stress-Related Boards,see Section 30.60 Extreme Tension Compression Fiber Stress Parallel HorlYontal Perpen- Parallel Modulus of I Species in Bending fb to Grain Shear dicular to Grain Elasticity or Group Grade Single •. Fr Fv Fcl I Fe E ' D glas Fir- Select Structur 1450 I 1000 95 625 1700 1,900,000 i rch 775 95 625 1500 1,800,000 No. 1 1000 675 95 625. 1450 1,700,000 Douglas Fir I No.2 875 I 575 95 I 625 i 1300- I 1,600,000 Western Larcn No.3 ! 500 325 95 l 625 I 750 1,400.000 Construction 1000 650 95 625 l 1600 1 1,500,000 Standard 550 375 95 625 1350 1,400,000 Utility 275 175 •95 625 875 1,300,000 'Stud 675 450 95 625 I 825 I 1,400,000 Douglas Fir- ; Select Structural 1300 875 90 520 1550 1 1.400,000 South No. 1 900 600 90 520 I 1400 i 1,300,000 + No.2 625•' i 525 I 90 520 i 1300 j 1,200,000 � Douglas Fir Snuln No.3 475 1 300 90 520 750 i 1,100,000 ' Construction 925 1 600 I A0 520 1550 1,200,000 Standard 525 1 350 90 520 i 1300 1,100,000 Utility I 250 150 90 520' 875 I 1.000,000 i Stud_ _ __I 650 1 425 L_90 _ i 520 I 825 -1 825 1,100,000 Hem Fad i Select Structural 1 1400 900 i 75 � 405 1500 1 1,600,000 ! No. 1 8 Btr. 1050 j 700 75 405 j 1350 1,500,000 WeltemHemlock No. 1 ' 950 600 I 75 405 1 1300 1,500,000 ftble Fir No.2 850 I 500 75 405 I 1250 j 1,300,000 Cal.%ornia Red Fir No 3 O0 1 300 75 405 725 1,200,000 ' Grand Fir Pacific S."er Fir Construction 975 ! 575 75 405. 1500 j 1,300,000 While Fir Standard j 550 325 75 405 1300 1 1,200,000 Utility 250 150 75 405 850 1,100,000 _. _ _Stud 675. 400 75 4U5 .:800 1,200,000 1 Spruce-Pine-Fir—i Select Structural I 1300 575 70 335 1200 1,300,000 1 (South) No. 1 850 400 70 335 1050 1,200,000 750 325 70 335 975 I 1,100,000 No.2 1 V✓eslern Spec+es: No.3 t 425 200 70 335 550 1 1,000,000 Engelman Spruce J Construction I 850 I 375 70 335 1200 1000,000 I I SHka Spruce ' I Standard 475 225 .70 335 1000 Lodgepole Pine ..900,000 i Utility 225 I 100 70 335 650 900 000 Stud 575: 250- '.. I 70 335 .;600. 1000,000"I -- > -- 1 Western Cedars ! Select Structural ! 1000 I 600 - 75 425 1000 1 11100,000 b N0. 1 725 I 425 75 425 825 ! 1.000,000 Western Pef'Cedar No.2 700 425 I 75 I 425 650 ' 1,000,000 incense Coda! No.3 I 400 I 250 75 425 l 375 I 900,000 Port Orford Gem, Construction j 800 ! 475 I 75 i 425 850 1 900,000 Alaska Cedar j Standard: 1 450 275. 75 425 650 1 800,000 Utility I 225 125 1 75, 1 425 ! 425 1 800,000 :-Stud .550 325 .. 75 ---425 1-- 400 900,000 Western Woods Select Structural 875 400 70 335 1050 ',20G.000 j .any of the Species In No. 1 650 300 70 335 925 i 1,100,OU the lirsl four spades No.2 650 275 70 I 335 875 1,000,000 groups above plus any No.3 375 175 70 335 500 ! 900,000 or all of the following: ' i Idaho White Pine Construction 725 :'325 `"' 70 335 1050 t,000,000 i I Ponderosa Pine Standard 400 ..175' ::. 70 335 900 900,000 i Sugar Pine Utlilty 200 75 70. 335 -600 800,000 ftountaln Hemlock ?^.,�tUd" 22 0' � 500� �Y 5 �:70 _ '335 -550 :90 0 Y 'Design values in pounds per square inch. -74 „o/xhd-f4, 7Z _ l� C7 •P