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HomeMy WebLinkAbout94-4055 'BUILDING PERMIT CiTY OF ZEPHYRHILLS (813) 788-6611 P . N,o erm It . 4055/J tr.}. ~..!:.--O ~ ::~:::,~s:~s~1!p~4 ParceII.D.# J3-~6-~/-o/yCJ- CJ LJcJo/) - 1')630 Zoning: fnfJrgy Code: Radon Gas: ;2,:1 Y Description of Work {fId ~L;.".. .;;2 (J. tJV -::::::::::--... ~ECTRI~ Date '-. <; --.- :23'- 7Y PLUMBING MECHANICAL Sewer Conn Water Conn: Water M~.!er: T,I.F,'s: FINAL ft:;,-Z-2-,q NO OCCUPANCY BEFORE C.O. DATE Complete Plans, Specifications and Fee Must Accompany Application. All work shall be performed in accordar('e with City Codes and Ordinances. c.o. DATE Inspector R.' Permit Fee / Q .:l .~ --Z;' . Signature ct~ ~ Company Address Telephone# Valuation or Contract Price ~ f./zJ7J - tr?) City License Registration # <-. ? ? / State Certified License# O.9./-s (~ '- L-4j-r'g, -4A /. </ BUILDING ELECTRICAL PLUMBING MECHANICAL Ftr. S:25'. tf"f' ~"-L Tp. Servo Pre SLB ~ l..5: ~1 . ~i. L Rough In fn -"3. '14 t?ob Lintel 5- ?\\-Gf 4 8t ~O Meter Can FRM. 0./D 0,4 BILL- Canst. Pole Insul. CL t -/~' ~'-I /3tLL- Pool WL _ -(0. ~_ Bt(...L-- Pre-Metpr (;"s1'tL- &)"2..2,t.i'-f &,b Final <0-- 2L-qq P-rh Driveway SLB Tub Set Water Sewer Final Breakers Ducts Insl. Compressor Final REINSPECTION FEES: When extra inspection trips are necessary due to anyone of the following reasons, a charge of Fifteen and 00/100 Dollars ($15.00) shall be made for each trip for each trade: a. Wrong Address b. Condemned work resulting from faulty construction. c. Repairs or corrections not made when inspection called. d. Work not ready for inspection when called. e. Permit not posted on job site. f. Plans not at job site. g. Work not accessible. The payment of inspection fees shall be made before any further permits will be issued to the person owning same. .. ., ..-4,J v Lor.i~* 3q771 M~~~ ~p ,'"., ',', " VALUf\lloN ~ ~totv BuILDINc:'- ~l. 50 ilumBlN 6 - tJ/,,,. ",II" ElELTI{I<.A L. - ao - Ml:dlAN 161L - N/A .sU~lO.mL" CRE..blT .- /6:00 TdrtiL &~M IT : 35" -t zlfl Sq. Fa; 1-1 v, N co Sq, F-r: OTH~~ CotJN ~c..TION F,=c-s S,:.w~ - WA-rM '- d J ME-~ - r~/tft 70iAL : RADoN GAS - 21Lt./ 22Jf SI' PC '~NSpot<:rA77()'" I fIt1pftC.:r fEE.. N/If 10 TlI-L : CENTRAL DESION OROUP, INC. Date: 5-4-9+ Attn: e'T! ~-H ILLs I have reviewed the planE sheets 1 thru I for the ~~ ~ FORA'J"COneT. for compliance with Wind LOAD Calculations enclosed sheet 1 thruJI and find the drawing in compliance with Section 1205 1991 S.B.C. ~~~~ MARVIN CRIDER, JR. AR0012184 CGC049869 ,I 500 Ardlce Avenue Eustis, Florida 32726 (904) 483-1551 Fax (904) 483-0605 Member of AlA -----~------,-",.,~,..._.. ----'->,._-'-----'~ !is-- 4--Lu- II /. -+ IZ=- ~/.)U"-) ,-- \ ,"-'~ .-- L ,(- ~ I Y' I -,' " 'I 7L~ (set L~ If. '/. /4 I 1.' 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'5/\ .........UUn Project name: 5494 2241SG GP Location LK RES IDE N T I A L AND ------------------------------------------------------------.------------------- A N A L V S I S WIN D DES I G N -------------------------------------------------~---------_.~------------------ **** GENERAL INPUT DATA **** Permanent construction Simple rectangular bUilding Bearing wall ---------------------------------------- - - - I I I I Width I I I I Bearing wall v <---Plan outline of residence ----Ridge---- End wall---> ---------------------------------------- - - - I<----------------Length---------------->I Length along bearing walls out to out of studs::: 16 feet Width along end walls out to out of studs ::: 14 feet Roof overhang in long direction from outer face of stud ::: Roof overhang at short end wall from outer face of stud ::: Height of exterior wall to top of plate on long side Roof cross slope::: 4 /12 Wind velocity ::: 100 mph **** DEGREE OF ENCLOSURE **** 2 feet generally 1 feet generally ::: 8 feet constant ------------------------------------------------------------------------------- **** STRUCTURAL FRAMING INPUT DATA **** Assume that this building is an 'Enclosed building' per Code 1205.1.4. -------------------------,------------------------------------------------------ *** Roof Structural Data *** Member number 1 Normal gable type house truss--supported by exterior Span length out to ,out of supports::: 14 feet Roof cross slope::: 4 /12 Truss spacing ::: 24 inches Overhang ::: 2 feet *** Wall Structural Data *** Spacing of wall studs ::: 16 inches Total number of plates ::: 3 Wall stud number 1 is 8 feet high out to out of plates ---..._._""~_..- .. walls onl~ ~~ .~ ,. \ 3 /~ ~ COEFFICIENTS AND PRESSURES Main Wind Force Resisting Systems ~ctual pressure::: Velocity pressure x Use factor x Coefficient Wind velocity is 100 mph Mean roof height is 9.518031 feet Velocity pressure is 21 psf Use factor is 1.0 Roof cross slope is 4 on 12. which equals 18.43495 degrees to horizontal End zone width is 6 feet Coefficient Design Pressure (psf) ------------------------------------------------------------------- End zone Windward wall ( 1 E ) . 7 14. 7 Windward roof (2E) -1.4 -29.4 Leeward roof (3E) - 1 -21 Leeward wall (4E) -.95 -19.95 Overhang - 1 .5 -31.5 Interior zone Windward wall (1) . 4 8.4 Windward roof ( 2 ) - 1 -21 Leeward roof (3 ) -.75 -15.75 Leeward wall ( 4 ) -.7 -14.7 Overhang -1.5 -31.5 -" =================================================================== TOTAL WIND FORCES ON ENTIRE BUILDING Main Wind Force Resisting Systems Forces transverse (short Lateral forces (pounds): Windward wall ::: Leeward wall ::: Uplift forces (pounds) Windward roof Leeward roof Windward overhang - direction): 1613 inward 2291 outward ::: 2900 upward ::: 2091 upward 956 upward Forces longitudinal (long direction): Lateral forces (pounds): Windward wall ::: 2408 inward Leeward wall ::: 773 outward _-w-.--,'--_,' __..___.___'..,',..,.''''..',.,.~ __~__'__".___""-~~.....~'"..''''.,~''__.-.-___.........__._~.,,~,.,''' .,~_,...__'.~ "__"__.,'.. COEFFICIENTS AND PRESSURES Roof Components and Cladding Actual pressure = Velocity pressure x Use factor x Coefficient Velocity pressure = 21 psf Use factor = 1.0 Edge strip width = 3 feet End zone width = 6 feet Member 1 --Span 14 ft.. Spacing 24 in.. Slope 4 /12. Overhang 2 ft. Member located in interior zone: Tributary area = 65.33334 square feet Interior area : Coefficient - -1.139 Pressure = -23.919 psf Eave and ridge areas: Coefficient = -1.278 Pressure = -26.838 psf Overhang area : Coefficient = -1.647 Pressure = -34.587 psf Wind uplift at truss bearing = 491 pounds Member 2 --Span 14 ft.. Spacing 24 in.. Slope Member located in end zone: Tributary area = Interior area Coefficient - -2.147 Eave and ridge areas: Coefficient = -2.147 Overhang area : Coefficient = -1.947 Wind uplift at truss bearing = 765 pounds 4 /12. Overhang 2 ft. 65.33334 square feet Pressure = -45.087 Pressure = -45.087 Pressure = -40.887 psf psf psf COEFFICIENTS AND PRESSURES Wall Components and Cladding Actual pressure = Velocity pressure x Use factor x Coefficient Velocity pressure = 21 psf Use factor = 1.0 Edge strip width = 3 feet Wall stud number 1 --Stud height 7.625 feet, Spacing 16 inches Stud located in interior zone: Tributary area = 19.38021 square feet Coefficient = -1.297 Pressure = -27.238 psf Outward wind force on stud = 276 pounds Wall stud number 2 --Stud height 7.625 feet, Spacing 16 inches Stud located in end zone: Tributary area = 19.38021 square feet Coefficient = -1.493 Pressure = -31.353 psf Outward wind force on stud = 318 pounds , -~-,....,_..,---"'------------..........~...~~-..--- "".'_....'-~,',_.- F 0 R C E S 0 N R 0 0 F F R A M I N G M E M B E R S All forces are in pounds. End zone width :; 6 feet Member 1 : Wind :; 491 Dead :; 163 Net :; 328 --interior zone Member 2 : Wind :; 765 Dead :; 163 Net :; 602 --end zone ------------------------------------------------------------------------------- FOR C E S o N W ALL F RAM I N G All forces are in pounds, directed outward. End zone width:; 3 feet Member 1: Force:; 276 --interior zone Member 2: Force:; 318 --end zone **** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM TRANSVERSE **** Shear analysis applies along supporting shearwalls. Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is Oriented Strand Board, 7/16 inch thick Sheathing has no intermediate blocking Fasteners on panel ends are 8d nails spaced at 6 inches Fasteners in panel interior are 8d nails spaced at 12 inches Total lateral wind force on bUilding Total force transferred through diaphragm to shearwalls Total length of shearwalls :;:; 3904 pounds :;:; 1952 pounds :;:; 28 feet Actual diaphragm force per unit length of shearwall Allowable diaphragm force per unit length of shearwall :;:; 73 plf :;:; 230 plf ------------------------------------------------------------------------------- *** Summary of Analysis *** Roof sheathing diaphragm satisfies Code requirements. **** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM LONGITUDINAL **** Shear analysis applies along supporting shearwalls. Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is Oriented Strand Board, 7/16 inch thick Sheathing has no intermediate blocking - Fasteners on panel ends are 8d nails spaced at 6 inches Fasteners in panel interior are 8d nails spaced at 12 inches Total lateral wind force on bUilding Total force transferred through diaphragm to ~hearwalls :;:; Total length of shearwalls :;:; 3181 pounds 1590.5 pounds :;:; 32 feet Actual diaphragm force per unit length of shearwall Allowable diaphragm force per unit length of shearwall *** Summary of Analysis *** Roof sheathing diaphragm satisfies Code requirements. ------------------------------------------------------------------------------- :;:; 49 plf :;:; 209 plf GENERAL NOTES; . I' A TYPICAL CONDITION TO BE (1) 1150 RE-BAR (GRADE-40) IN BOND BEAM WITH MIN. SPLICE LAP' OF 30" B WHEN CALLED OUT IN THE TABLE BELOW USE (2) LINTEL COUijSES WITH (1) 1/50 RE-BAR (GRADE-40) IN EACH COURSE AND A MIN. SPLICE LAP OF 30" UPLIFT REQUIREMENTS MEMBER , I 1 ~ INTERIOR ZPNE) ""MEMBER 2 (END ZONE) ~'25divided by 2 = {Lo1- 1# lit ~ (max.) between down rods ~Udivided by 2 ~ 1# IIf -LL (max.) between down rods <MEMBER 3 . (INTERIOR ZONE) 2' MEMBER 4 (END ZONE) divided by 2 =' # lit (max.) between down rods divided by 2 = # IIf (max.) between doWn rods MEMBER.5 3 < INTERIOR ZONE) MEMBER 6 (END ZONE) divided by 2 = _ # IItl _ (max.) between down rods divided by 2 =. # lit (max.) between down rods MEMBER 7 4 -< INTERIOR ZONE) MEMBER ",8 (END ZONE) divided by 2 = # IIfl (max.) between down rods divided by 2 = # IIfI (max.) between down rods .. PEAIFORMTM UPLIFT TABLE . Approvod masonry unlls (IE} IInlel block) may be used In lieu or, ~erirorm provided rolnrorclng coverago meols Iha provisions IIslocl below. . AL 1 - 115 Grade .10 549 37 LOWADLE UNIFORM UPLIFT LOAD - POUNDS PER UN. FT. . -- 0 12 14 16 111 20 24 28 32 - 3 277 219 lU2 156 137 114 99 90 -- E.459 5 0, U" 353 2U4 237 203 159 132 115 417" U A ~;5-_'h .""959-----;n 8 Grade 40 595" .IU I j .1 I 'j I ! I ANALYSIS OF FOUNDATION , .~ Stemwall is 8 inch concrete masonry, filled with grout, 16 inches high" Footing is 16 inches wide by 9 inches deep Earth;~over over top. of footing is 10 inches I Total:1 uniform wind uplift on foundation =~~ounds per linear f 00 t. . Uniform dead loads in pounds per linear foot: . . . ~ " i 3'7.. WALL = ' ~l <-)' F~;;~:----;;~~---------- , . l ROOF = , " : _0 Total uniform dead load times 2/3 ==2~~pounds per Net uplift force at top of foundation =~pounds per Weigh~.'of stemwall footing earth x 2/3==?~pounds.per Net upli ft at. bottom of footing == (:) pounds per linear linea r linear linea r ft. ft. ft. ft. '-' " SUMMARY OF ANALYSIS FOUNDATION IS STABLE. " ,i '.; 1 , i , 1 1 .I I I 1 } .' ~ ( . . ANALYSIS OF REINFORCING STEEL Total uniform wind uplift on foundation == L"?(gounds per linear foot Uniform dead loads in pounds per linear foot: ROOF == _ B'L pi f WALL =~ plf TOTAL= "'J<-r7 pI f " .' '. .' 'f'; ;~ , " '11 i! i .1 " ~~,' , . t, : , :j: ~,'t. , ~: u: ~ 'I ij Total uniform dead load times 2/3 Net uplift force on foundation Weight of concrete block stem wall times 2/3 Net uplift at t,op of footing Total uplift forceon'each re-bar Safe tension value of each re-bar ==1Io~pound5 per linear ft. = 0 Pounds per linear ft. = 5 J pounds per 1 i nea r ft. == 0 pounds per linear ft. =~ounds =~pounds(incr.by 1/3). SUMMARY OF ANALYSIS REINFORCING STEEL SATISFIES ALL CODE REQUIREMENTS. 251( (/Y1 U-'. 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