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483 Whiting Report of Structural Design _ Engineering"44 44044- Wit 4VES Geotechnics, Structures & Transmission/Distribution Line Design Report of Structural es for Prinz es a ce ' s Addition & Renovation at 483 Whiting Lane , Atlantic Beach , FL 32233 WUES Job : WES008004 Report : WES008004R-2 CITY Or Ail ANTIC BLACH BUII ) , I •\In P. / nNii NO V 0. '' ; . OP CODE COMPLIANCE OF TI ANTI _ B E C PA juL 1 0 2000 v1 '. 1 PERMITS, F'OP AI) I) I IION :-% ; UFO 0IRE, 'N"TS AND CONDITIONS I _ 1 5- � BY: ICE V [1 W; D BY: ,,,,„„„ 1_ r , m DATE � ' ... ._ _. __ i 5701 Merrill Road, Jacksonville, FL 32277-3307 ark Telephone : (904) 745 - 5669 Fax : (904) 745 -5650 E-mail : sjwu @bellsouth.net ,, }..<,, ,, June 3,, ,0,,.20084 , ,, w ,.. I. .. t ;1 CtPYk ' .Y .noom .a . _.„, . v^ ud 1 4Y > _ a' WU ENGINEERING SERVICES, INC . 5701 Merrill Road, Jacksonville, FL 32277-3307 Telephone: (904) 745-5669 Fax: (904) 745-5650 June 30, 2008 Mr. Gustav Prinz 483 Whiting Lane Atlantic Beach, FL 32233 Subject: Load Calculations & Design Revisions Report 2 for Prinz Residence' s Addition & Renovation Dear Mr. Prinz: Both load calculations and design revisions for the subject house have been completed. Attached are a nailing schedule, a list of Simpson' s connectors recommended, and four (4) design drawings showing the results of load calculations, engineering analyses, and design details. The calculations of loads, based on one case without wind and another case with 120 miles per hour (or mph, in abbreviation) wind, were performed manually in detail. The result from the load case without wind, i.e., only dead weights of building structures and a roof live load were acting on the building, shows that the building structures are capable of resisting the compressions or downward loads induced by the loads. Checks for both shears and uplift forces, caused by a 120 mph wind in the second load case, show that both forces may not cause any harmful damages to the main building and its attached structures, i.e., carport, front porch and back porch. However, the minimum requirement for the provision of hurricane connectors to strengthen the connections among structures, as specified in the Florida Building Code-2007, shall be followed so the safety of the building can be assured. Details about load calculations are summarized in Drawing No. S-4, attached to this report. Only two (2) following design changes were made in this revised report: ( 1 ). The use of two(2) hurricane clips per roof rafter, as recommended in Report 1 of April 18, 2008, has been reduced to one ( 1 ) clip per rafter. This was made as the result from the shear and uplift calculations. (2). The connections of wood posts to their roof joists/rafters and to tie to their footings have been redesigned completely so the effect from both racking and overturning due to a hurricane wind can be diminished. This redesign was made mainly from the recommendation of a Simpson Strong-Tie engineer. Both Simpson' s post caps and post bases are not made specifically for resisting racking or overturning effect. Details of the redesign are shown in Drawing No. S-3 in this report. The recommended connection between the roof rafter of new porch and that of existing building is also shown in Drawing No. S-2 in the report. My Office shall be informed of any erratic changes in both structural and other site conditions during project construction so a proper procedure can be introduced to solve the possible problems. The subject design is to be used for this specific project only. My Office shall be consulted if you plan to use the same design for other similar projects in the future. Please advise immediately if you have any corrections, additions and comments. Very_ Tru Y4 rs, C. "Har S en- {gyp u, Ph.D., Pt, List of Simpson Connectors Recommended 2 Simpson Strong-Tie Connectors Recommended Resistance (lbs.) to Item No. Product Name Model No. Size (In.) Uplift Shear 1 Hurricane Clip or Tie H7Z 21/4x20% 930 400 2 T —Tie 66T 11/2x6x6 (Not Rated) 3 Post Cap PC46( 160) 3 9/16x51/2x3 5/8 1700 925 EPC46(160) 3 9/ 16x51/2x3 5/8 1700 925 4 Post Base ABU66 51/2x5x6 1 / 16 2300 2300 5 Steel Anchor Bolt STB50100 1 /2x10 2995 6560 6 Steel Anchor Bolt STB62100 5/8x10 5260 10475 7 Concrete Masomy TIN5400H 1 /4x 4 487 533 Anchor/Screw 8 Wood Screw SDS25412 1 /4x41/2 - 420 9 Wood Screw SDS25300 1 /4x3 - 420 10 Rafter Ridge Strap MSTA24 11/4 x24 1430 - 3 Nailing Schedule 4 A 1.. b0 bi on d a A) a)T y N 'b 0 g U I v & d v 0a •5 v o, 'r3 O O O an O CD oa •.� C N a N U N N v v N rV M en M cn N „O , 't o vg to ' .O a 'd V n: a) « O O O U g ' G, cu cV w N t- '0 M is %o ' O _ N •" ' 0 2 .O en 'O N c a)V N Z ...4 z 1- ..5 + ci i m vO en O N .•r N N U . 5 N M N .0.4 wg w to � � / � � t+ ' 3 .nz� rsvI, •v .y .vrb • 5 W p `° 000000wII � 0 2 O O I- O U e , CM R cc O wu. q W z z 0 0 r . Q z - . •.. CI r o F3t s a) 0 W . a0 a ao) ,0" w v 0 0 bq ? z ,r 4`-1 •o .i .1 ° 0 o 41 u, O U) 1 N .o n) U 'e .5 •. • a) o at ) ^(q1 U m O D v oV 42 'F7 2 gw o O y 0 vi 01)s- . O rn . � o ca _ .a 8 t a_ cv 'Oo 'd O .tea m � .O +' U " '. O A' a p4 4 to 8 U 1 0 8 z a U a O i w -»0 a o G o� . �a ,� O 4 O O •-• 4 ., O > ^ . ^ . 7 e a) 1 d O •p O I _ U '2 -v '4 � E5 N y N s � t R. 0 o ' y ^ H C 6,0 co O .t U4.- 0 . a vc 0 rem .4 r0 " ' O O c • Q z O 0 k 4 • ." " o a, Q. . 2 N hU 43 r0 y 0 C O g e a v,, rn v v . . i cy O •E c .• to cc y bA q N O O y 0 0 O 0 0 .0 U bA y I R 0 0 01 LO 7t 035 ;0' 0 '0 'bA rat X 6. )...4 1 Z .G R. fa.. q .la To 0 •0 G . > .� coa0000a o ' `0 •a0' r4kj 0 tiW • • ONrl) F4CO 0AH00000 .'. pgpq cy toZ 0 • N WOOD FRAME CONSTRUCTION MANUAL 139 k Table 31 Nailing Schedule Number of Number of Joint Description Common Nails Box Nails I Nail Spacing ROOF FRAMING Rafter to Top Plate (Toe-nailed) (see Table 3.4A) (see Table 3.4A) per rafter Ceiling Joist to Top Plate (Toe-nailed) (see Table 3.4A) (see Table 3.4A) per joist Ceiling Joist to Parallel Rafter Wace-nailed) (see Table 3.9A) (see Table 3.9A) each lap Ceiling Joist Laps Over Partitions (Face-nailed) (see Table 3.9A) (see Table 3.9A) each lap 3 Collar Tie to Rafter (Face-nailed) (see Table 3.6A) (see Table 3.6A) per tie Blocking to Rafter (Toe-nailed) 2- 8d 2-10d each end Rim Board to Rafter (End-nailed) 2-16d 3-16d each end WALL FRAMING sO 70 Top Plate to Top Plate (Face-nailed) 2-16d' 2-16d' per foot m Top Plates at Intersections (Face-nailed) 4-16d 5-16d N Stud to Stud (Face-nailed) joints - each side A3 2-16d 2-I6d 24" o.c. ,;p Header to Header (Face-nailed) 16d 16d 16" o.c. along edges -I . Top or Bottom Plate to Stud (End-nailed) (see Table 3.5A) (see Table 3.5A) per stud m Bottom Plate to Floor joist, Bandjoist, Endjoist or 2-16e 2-16d''2 per foot 0 Blocking (Face-nailed) M FLOORFRAMING C) Joist to Sill, Top Plate or Girder (Toe-nailed) 4- 8d 4-10d Z p ( ) per joist Bridging to Joist (Toe-nailed) 2- 8d 2-10d each end Blocking to Joist (Toe-nailed) 2- 8d 2-10d each end Blocking to Sill or Top Plate (Toe-nailed) 3-16d 4-16d each block Ledger Strip to Beam (Face-nailed) 3-16d 4-16d each joist Joist on Ledger to Beam (Toe-nailed) 3- 8d 3-10d per joist Band Joist to Joist (End-nailed) 3-16d 4-16d per joist Band Joist to Sill or Top Plate (Toe-nailed) 2-16d' 3-16d per foot ROOF SHEATHING Structural Panels 8d IOd (see Table 3. 10) Diagonal Board Sheathing 1 "x6" or 1 "x8" 2-8d 2-10d per support 1 "x10" or wider 3-8d 340d per support CEILING SHEATHING Gypsum Wallboard I 5d coolers I 5d coolers I 7" edge / 10" field WALL SHEATHING Structural Panels 8d 10d (see Table 3. 11) Fiberboard Panels 7/16" 6d3 - 3" edge / 6" field 25/32" 8d3 - 3" edge / 6" field Gypsum Wallboard 5d coolers 5d coolers 7" edge / 10" field Hardboard 8d 8d (see Table 3.11 ) Particleboard Panels 8d 8d (see manufacturer) Diagonal Board Sheathing 1"x6" or 1"x8" 2-8c1 2-10d per support 1 "x10" or wider 3-8d 3-lOd per support FLOOR SHEATHING Structural Panels 1 " or less 8d 10d 6" edge / 12" field greater than 1 " 10d l6d 6" edge / 6" field Diagonal Board Sheathing 1"x6" or l"x8" 2-8d 240d per support 1 "x10" or wider 3-8d 3-10d per support I Nailing requirements are based on wall sheathing nailed 6 inches on-center at the panel edge. If wall sheathing is nailed 3 inches on-center at the panel edge to obtain higher shear capacities, nailing requirements for structural members shall be doubled, or alternate connectors, such as shear plates, shall be used to maintain the load path. 2 When wall sheathing is continuous over connected members, the tabulated number of nails shall be permitted to be reduced to 1-I6d nail per foot. 3 Corrosion resistant 11 gage roofing nails and 16 gage staples are permitted, check IBC for additional requirements. AMERICAN FOREST & PAPER ASSOCIATION 150 PRESCRIPTIVE DESIGN Table 3.4A Rafter and/or Ceiling Joist to Top Plate Lateral and Shear Connec I Requirements - Exposure B (Prescriptive Alternative to Table 3.4) Three Second Gust Wind Speed (mph) 85 90 100 110 120 130 140 150 Rafter/Ceiling Joist Wall Number of 8d Common Nails or 10d Box Nails (Toe-nailed) Spacing (in.) Height (ft.) Required in Each Rafter and/or Ceiling Joist to Top Plate Connection 1.2,3.4 12 8 2 2 2 2 3 3 3 3 10 2 2 2 2 3 3 3 3 16 8 2 2 3 3 3 4 4 4 10 2 2 3 3 3 4 4 4 24 8 3 3 4 4 5 5 5 5 10 3 3 4 4 5 5 5 6 I Prescriptive limits are based on assumptions in Table 3.4. 2 Tabulated connection requirements assume a building located in Exposure B. 3 When ceiling joists are installed parallel to rafters, the sum of the toe-nails in the rafter and ceiling joist shall equal or exceed the tabulated number of nails required. 4 To avoid splitting, no more than 2 toe-nails shall be installed in each side of a rafter or ceiling joist when fastened to a 2x4 top plate or 3 toe-nails in each side when fastened to a 2x6 top plate. a AMERICAN WOOD COUNCIL 156 PRESCRIPTIVE DESIGN • Table 3.6A Ridge Tension Strap Connection Requirements for Wind - Exposure B 1. (Prescriptive Alternative to Table 3.6) ' I Dead Load Assumptions: Roof Assembly DL = 10 psf I Three Second Gust Wind Speed (mph) j 85 I 90 1 100 I 110 120 130 140 150 ' I Roof Span I Number of 8d Common Nails or 1 Od Box Nails in each end of 1-1/4" Strapt 6,5,6,7 Roof Pitch (ft ) 1 2 2 2 3 3 4 12 1 4 4 5 16 1 2 2 2 3 4 5 6 3 4 20 2 2 2 3: 12 24 2 6 7 2 3 3 4 5 6 7 8 28 2 2 3 4 5 7 8 9 32 2 3 3 4 5 5 6 7 9 - 3 4 36 2 2 3 3 12 1 1 1 2 2 3 3 4 16 1 1 2 2 2 2 3 4 4 5 2 2 20 1 4 5 6 4:12 24 2 2 2 3 3 28 2 2 3 3 4 5 6 7 4 32 2 2 3 4 5 6 7 4 5 6 7 8 2 3 36 2 2 3 I 1 1 2 2 12 1 3 3 1 I 2 2 2 16 1 3 3 4 20 1 1 2 2 2 • 5: 12 24 1 2 2 2 3 3 4 5 4 5 5 28 1 2 2 3 3 32 2 2 2 3 4 4 5 6 2 3 3 4 5 6 7 36 2 12 1 1 1 1 2 2 2 2 16 1 1 1 2 2 2 3 3 20 1 1 2 2 2 3 3 4 6: 12 24 1 1 2 2 3 3 4 4 5 28 1 2 2 2 3 4 4 32 2 2 2 3 3 4 5 5 6 36 2 2 2 3 4 4 5 1 I 1 2 2 2 12 1 I 16 1 1 I 2 2 2 2 3 20 1 1 2 2 2 3 3 3 2 2 3 3 4 7:12-12:12 24 1 1 2 4 4 28 1 2 2 2 3 3 32 2 2 2 3 3 4 4 5 36 2 2 2 3 3 4 5 6 Tabulated connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet of building comers 2 Tabulated ridge connection loads assume a building located in Exposure B. 3 Tabulated connection requirements are based on total uplift minus 0.6 of the roof assembly dead load (0.6 x 10 psi). 4 Tabulated connection requirements are based on a 12 inch ridge strap spacing, for different ridge strap spacing, multiply the tabulated values by the appropriate multiplier below: Ridge Connection. Spacing (in.) 12 16 19.2 24 48 Multiplier I 1 .00 1.33 1 .60 + 2.00 4.00 5 When the tabulated number of nails required in each end of the strap is equal to 1 and the framing is attached in accordance with Table 3.1 , the ridge strap and additional nailing is not required. 6 When a collar tie is used in lieu of a ridge strap, the number of 10d common nails required in each end of the collar tie need not exceed the tabulated number of 8d common nails in a steel strap, or the number of 12d box nails in each end of the collar tie need not exceed the tabulated number of 10d box nails in a steel strap. 7 1-1/4" 20 gage ridge strap shall be of ASTM A653 grade 33 steel of equivalent. r ' < 4 AMERICAN WOOD COUNCIL TT • OD FRAME CONSTRUCTION MANUAL 159 Table 3.9A Rafter/Ceiling Joist Heel Joint Connection Requirements (Prescriptive Alternative to Table 3.9) IDead Load Assumptions: Roof Assembly DL = 10 psf Roof Live Load Ground Snow Load J 20 psf 30 psf 50 psf I 70 psf Roof Span (ft.) 12 24 36 12 24 36 12 24 36 12 24 1 36 3 Rafter Slope Rafter Spacing s p e (in.) Required Number of 16d Common or 40d Box Nails per Heel Joint Connection''2' '4's b 12 4 7 10 4 8 12 6 11 17 8 15 22 XI 16 5 9 13 5 10 15 8 15 22 10 20 29 m 3: 12 N 19.2 6 11 16 6 12 18 9 18 27 12 24 35 0 24 7 13 19 8 15 23 11 22 33 15 29 44 12 3 5 8 3 6 9 5 9 13 6 11 17 16 4 7 10 4 8 12 6 11 17 8 15 22 < 4: 12 m 19.2 4 8 12 5 9 14 7 14 20 9 18 27 24 5 10 15 6 12 17 9 17 25 11 22 33 N 12 3 4 6 3 5 7 4 7 10 5 9 14 0 16 3 6 8 3 6 9 5 9 14 6 12 18 Z 5: 12 19.2 4 7 10 4 8 11 6 11 16 7 14 21 24 4 8 12 5 9 14 7 14 20 9 18 27 12 3 3 5 3 4 5 3 5 8 4 7 10 7: 12 16 3 4 6 3 5 7 4 7 10 5 9 13 19.2 3 5 7 3 6 8 4 8 12 5 10 15 24 3 6 9 4 7 10 5 10 15 7 13 19 12 3 3 4 3 3 4 3 4 6 3 5 8 9: 12 16 3 3 5 3 4 5 3 5 8 : 4 7 10 19.2 3 4 6 3 4 6 3 6 9 4 8 12 24 3 5 7 3 5 8 4 8 11 5 10 15 12 3 3 3 3 3 3 3 3 5 3 4 6 12: 12 16 3 3 4 3 3 4 3 4 6 3 5 8 19.2 3 3 4 3 3 5 3 5 7 3 6 9 24 3 4 5 3 4 6 3 6 9 4 8 11 Nailing requirements shall be permitted to be reduced 25% if nails are clinched. 2 Heel joint connections are not required when the ridge is supported by a loadbearing wall, header or ridge beam designed to resist the applied loads. 3 When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint connection requirements shall be permitted to be reduced proportionally to the reduction in span. 4 Equivalent connections are required for ceiling joist to ceiling joist lap splices. 5 Tabulated heel joint connection requirements do not include the additional weight of the ceiling assembly. 6 Tabulated heel joint connection requirements assume ceiling joists or rafter ties are located at the bottom of the attic space. When ceiling joists or rafter ties are located higher in the attic space, no attic storage is assumed, and the tabulated heel joint connection requirements shall be increased by the following factors: Ceiling Height/ Roof Ridge Heel Joint Connection 0 Height (Hc/HR) Adjustment Factors 1/2 2 T 1/3 1 .5 T 5 i 1/4 1 .33 1/5 1 .25 1/6 1 .2 1/10 1 . 11 Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above one-third of the ridge height, HR, or when He is greater than 2 feet and may require additional consideration. AMERICAN FOREST & PAPER ASSOCIATION Design Drawings S-1 to S-4 10 . . . . . . 1 -. Review, Design & Construction Notes Design Codes and Criteria : © ( I ). Codes: Florida State Building Code-2007, ACI 318-2005 , • MI ASCE 7-05 & ANSI/AF&PA WFCM-2001 on Wood Constrictions. (2). Designs wen; made only on those Structures, which were under s._ . i6•-s Construction or to be Constructed, with no real soils data. YAK Wf. pU�l'k Material Criteria : I 0�_2. 6._t' 20._r. t ( I ). Concrete - Normal Weight with a Speefic Compression, Fc', at 28 P 6-_0• e'-O' 8'-0• 6'-0' <'_p• 12'--1 i' 3'-6' days not smaller than 3,000 psi ., and with Fibre Reinforcement. :z t (2) . Steel Rebars - High Strength with a Yield Stress, Fv = 60,000 psi. • • • } , ( 3). Anchor Bolts, Washers, Nuts, Ties & Other Connectors - ASTM ��F 'VP. ® A325 or A490 or Suppliers' Specified, must be High Strength Steel & all Hot-Dip Zinc Galvanized. •S C Q U , 4 (4). Bearing Soil - Medium dense Sand or MediumStitf Cohesive • IL Soils with an allowable Bearing Pressure not small than 2,000 psf. EXISTING /CM k F 1 G rC( CStMWl64:W14 WLLWWMW 0 Reviews & Comments : f. CONCRETE �� . aw.v.wea cowKro O ( 1 ). The existing Site Soils were light to dark gray, loose, fine Silty & { o SLAB :i.r-- FARM4;i NAY, :i26AY A!Mp15511 MAiF�9L n Clayey Sand. Site Preparations with proper Compactions on these ExsT WINDOWS EX6T WINDOW Soils & Fill, as specified in both Drawings & Conshvction Notes, rwere necessary. i I y - J L - �- (2). Site Visits and Pictures, provided by Project Owner, revealed that low — NEW n:o; c coos the Concrete Slabs & Footings had been constrneted and passed the EXST J�. ILOW © g City's Inspections. Most of Wall Frames and part of Roof Rafters o Pei r , ® “i & Joists were also erected. Assumptions that all site preparations, • • • Compactions, and Pouring of Concrete Slabs & Footings had been . A UP ( 5 `®'rvP. © done properly, in accordance with the Specifications in the Project's e • • Architectural Drawings, were made during the Review & Design by 0 Ili ® Wu Engineering Services, Inc. (or WES, in abbreviation). FkISAtIG i (3). The Amount of Longitudinal Rebars, provided, in the continuous - CONCRETE CRETE s Footings for exterior Walls was checked to be only minimal. There a _ I EXIST NG HOUSE TO AE RENOVATED \ +r• g s- was no transverse steel to resist Hair-Line Cracks due to Weather ® e or Temperature Changes along these Footings, but the Use of Fibre l { 's A Reinforced Concrete may prevent this type of Cracks. I 4 � ,4® (4) . The use of extra Connectors such as Ties, Anchor Bolts and Steel C:'aps & Straps to strengthen the Connections between existing and cx Tvrr • oov r / t TO RE1 IN TP new Strucrures between New Wall Frames & Footings, and { to L R between Wood Posts and Joists, etc., is strongly recommended. TO REMAIN Design & Construction Notes NEW DOOR ©, ® I ( I ). Extra Concrete Masonry Anchors or Screws, Ties, Angles, straps €ir iaa — — — • & Caps, as specified in Drawing Nos. S-2 & S-3, shall be added to 'L ..............=, 4 strengthen the connections between respective structures. Simpson's j �r © �� Q products are recommended & their sizes are listed separately in the { I 8'-3 , r' . ( ® RP. •® q report. The sizes of Nails, used with the Connectors, shall follow • 1 4® I o the Manufacturer's Product Specifications. 0 ;, !! ( 2). Sizes of Nails for Wall Frames, Ceiling Boards. Dry Walls, Roof ■ C' " PP. ® i� I I Rafters, Joists and other Stnich+res shall follow Table 3 . 1 "Nailing CN vAlw1 uwiAxwi.lww.ua Schedule" in WFCM-2001 or those for Hurricane Zones in Florida CQ1T.10MLV/G(R44E#ON COMPARE) ( - rcccxaWl bflNUINIAwW,0.p1 uen cxuA Dew AVM emA ®9 aa.,o n.vuoaveaxc ca an q Building Code-2007 . A Copy of Table 3 . 1 is included in the r I. E•rN VA MAL OF6w A$rM 0 T5!)tixFA1�N1 - Q I 3 wood Posr coLUUS 0 < 6'-0 o.c. ° Report, TIP, i SLOPE i APE l'' 4 (3). The use of 2"x8" Lumber for Rafters and T x 10" one for Joists + were checked to be adequate for the Project Roof. However, the I (4® Roof Frames were designed by ViA Concepts, LLC an Architect, { and were shown separately in Architectural Drawings. i I I CO TYP. (4). Shears, Vertical Loads and Overturning Moments, based on revised c.1 C cow.sOA5w/e. mT4xwr.+wxI.4.OR ' �fl " Roof Forming Plan, were calculated by WES, and the Summary is CH CCN!rACIFO iR NAr.G364Y A<SN 615!)Rl ma. ®L�� 4 4 shown in Drawing No. S-4 4 a -.yr (5) . Wu Engineering Services, Inc. shall be informed of any erratic conditions during Construction . A proper Procedure may be a introduced to solve the structural or other Problems. RP ,®' 0 2 ,- . (6). Abbreviations, used in Architectural Drawings, am also prevailed ® in Drawing Nos. S- I to S-4. _ ATLANT PRINZ RESIDENCE + I �— 483 WHITING LANE , IC BEACH, FLORIDA 32233 WU ENGINEERING SERVICES, INC. (WES) p \�® FOUNDATION PLAN 57W ENGINEERING RD., JACKSONVILLE, FL 32277 KALE lir• I'a' .c No: wt$±QCCI I OAR IS :� ) tRA*NGftiA:.ta u0@nn 0 10' 2d EFYScvS _ STRUCTURAL DESIGN & tw = S- 1 SCALE: 1/CA1 *-0" CONNECTION DETAILS —t�+. - • c.S.--a7/ 7 ioxot i /MN. 21YEAR FUNGUS-RESGTANI NEW ROOF FOR MN. 2OYEAR RINGUS-RESISTANT 12 ASPHALT SHINGLES W/15 LB. E1bAiNG HOUSE I I ASPHALT SHINGLES W/15 LB. WARES FELT UNNDERUYMRNT --\ RAFTER R�DGf SiRAP'.MSTA 26 \ 5 �- FELT UNDfRLAYMfitf SEE PUN P.30 8!05Y4N RAIAA7KIN sir PLYWOOD STEAMING NEW ROOF - WRAPPED AROUND . @0BLOW 12 :AFL CLUNG COMIEN7aNAt FRAMING CCUVE NrIONAL FRA)RNG 12 ' F- P.T, DBWO. RAFTERS @ 24'0.C. 244 I i __tit* P T. DB WD. RAFTERS @ O.C. 1,-Os r— j Lusa ( 51B" PLYWOODSNEABRNG - EL 044 I _ _� l - + OE [�■a�, ( (-Y/ An( (� Y TRU550EARING s T Nwc ( R, 6'8° '` 1 •• ( 1 c-? c ? 5 , ' ( ?A ,x / - :•--- •.� - EX11NGCMU WALL 1 fIl f l , f HURRICANE CINP`H7Z° ` 1 TRUSS BEAR • IN CONT. PRERN.ALOM. CLEAT - � I \ It EVERY ROOF RAFTER /EXTEND ROOF 5/B"GWB ON 200 P.T. WD. CONT.I@ 6' O.C. OVER 1X4 P.T. & EY1SiiNG TRUSS WIN. 12� BEYOND•CONi. PREM. ALUM. CLEAT ►fix :C9S7 @ 14'O.C. FASTEN Si 6'0.C. OVER IX4 P.T. ►e WOOD t1OCKRNG / I ' . HURR�CMNE CUP 1177 II INSIOE PAU WAIL I WOOD BLOCKING MOUTON BAFFLE I x 10 FASCIA / @EVERY ROOF RAFTER I I x 10 FASCIA 1~ I - HURRICANE CUP N7P EX61WGCN J WALL �' EVERY ROOF RAFTER 21/2'DA.IM0SHI. C.M. \- TO SEC RER DOUBLE TOP FHARDWARE (21 2i12 P.1. WOOD 0EAA1 / SIMPSONPAFOR EN SOFFIT VIM @ 24'O C. TO SECURE ROOF HARDWARE 'PC4611617° FOR END POST -- TPC46(1601rFOR INTERIOR 7/16'OSB WEATHER FARRIER Ix WOOD TRIM ON AIL s SCES OF COL SOFFIT HARDBOARD - NEW FRONT OR BACK PORCH - - EXISTING HOUSE - R19 ;MIT INSLMIKJN FOR SuAPSON STEEL POST BASE EXTERIOR FRAMED WAGS 'ABU66" AS5E/AELT --- 11 Ix P,i. W0001F17A 6X6 Pt WOOD COLUMN `/2'GWB ON 2x6 STUDS PLUS TRIM 5/6 PLYWOOD SHEATHING @ 16'0.C. c SLAIN Q,(6ry{ g Sy 1 xs% 2z4P.T. WOODIPLM 44 CO NC. I DVMORBARRiER q .4 2x6 PS,WD.SOLE PLATE SECURED SIMPSON %-x10' -ST862100° ANCHOR ERI TQ��1 P CiED & DUPONT UP IYVEK' wl TO SLAB W/ 1/7 x 10' $11. ANCHOR BOLTS EMBEDDED MIN. G INTO ""' � N BOLT &NUT0370.C. W/) M46' i�NG CONSIRUC7� & CRYS NAPOPLANK"LAP 5�DING ,�'/ CONCRETE WITH NUTS & WASHERS —� \\ 94SPECT1ON PASSED) OVER BLDG. FRT 1� EMBEDMEN WU CONC. (00NG CONSTRUCTED & re& I INSPECTIONPASS®) 1.04' • Al EL.(1-011 TOP OF FLOOR SLAB - 1 SLOPE I' TOP OF SLAB METAL FLASiRNG @2C O.C. 1AX21k14'CONC. FOOIWG ' � �. ��. ' A� • Y ' } �'•, `4f ' i , e ; I �'+ - .4 n 1i i 6 6 6 - B43NGCOt:STRUCIFD & A �•• ° GRADE -__ _ II II 11 I I I H I _ b • Ilul nl 1 11.1111 lul illu�� INSPECTION PASSED) _ ' :"�i$1 S •• lu°ntul nbl b Inl t jt T u n I' it-6 II 111= II 1 6 F 1 . 11 6 11 U b I _ I - _ 1 I 1 — -1 n u u n I r Ll' N A • J u n u n n n n l - 'n 1 I i =3=i1=1,-.11=t1=0 a01-1l=-11=0-a-11- EXISTING GROUND b 6 • . I R u r 6 1 n r., I j tie i. )111 111 1 L 6 J 11 11-I l N I•j I 11111 r o i l II■ I ■11 ii-111- I — l i II. 11 ' �-,."_ it it I 11111 )'III II b 1 - I 1 -� 6 4=11 MIN. I' THICK 3-d5 Ram 6 1 1 i 1 , .. . u t l .n 6- u n 6 'n b u l n n - 1 6 L. I I Il�il _Ilin' l0 i -II )I 'll 11 III 1i 611110'llil COMPACTED FILL 365 REBAR Iii16111161,6�IIII Illl Il,Illi 6 II I11Ni IIIU _ - I b 111 11 II it 1. 11 II li '1=II tl u II II 11 7 II i 1 -_ __.._ - t.=11 II )III II I =II tl 11 Ii 11 it 11 p II 11 1 it=11=-It='4' 11 7-. \ . 11 -4 i i 0X11°tlllibu1l11RI1 p 6 1•=11 611i1i1=I16b1111=11=4i=110-11= — MIN. 3' CLEARANCE i CONCRETE FOOTING "6°1N6b1'ni16=11°11=11uhaal 4'CONC. SLAB W/dxoiWIAX 11 i it :i'-II-II-II-II -u- n II• WM2 RSREBARS i u=n 11 u n 6-b 1.t WIAW.W.M.ON CONLIO MIL (BEING CONSTRUCTED & I it 0 I 1'-0• 1 VAPOR BARRIER ON COMPACTED I MIN. l THICK INSPECTION PASSED) 95X MAX. DENSITY ASTMD 1557 & y r"� A. COMPACTED FILL I TERMITE TREATED FRL (BEING CONSTRUCTED & RBPECIIONP/55EDi ® ROOF, WOOD POST COLUMN & FOOTING DETAIL FOR FRONT OR BACK PORCH : ROOF, WALL & FOOTING DETAILS TPP SCALE I" = 1'-m ® TIP. SCALE 1' = 1'D' L 41I _ _ . ROOF t MIN. X'x4' CONCRETE MASONRY - 2x6 P.T. WD. - 2x6 WD. STUDS i ANCHOR /SCREW ® 17OA.; MAY - 1 I USE SIMPSON ` TIN25400FVSCREWS - 16.STUD 6 16' 0 6" I1flN11111Cl1UT$ 1?1UY1 fII/11WU1/ I �--- 2X6 P.T. VJO. DOUBLE i I `. ADD SIMPSON j4'x 10" "STB50100° \ TOP PLATE EXISTING ANCHOR BOLTS TO MAKE 24` O O VW \ N MIN. 6" EMBEDDED INTO CONCRETE I CONCRETE ��� � 1 .I BLOCH WALL 6. I 16' 16' 16' I SIMPSOiV T-TIE °661"At III' Al _r SIMPSON T-TIE 1661- ER EVERY ,� L X EVERY OR EVERY OTHER I JOINT OF STUDS ON TOP I OR EVERY OTHER JOINT OF f 6' I ' SA/DS ON TOP t, BASE �` \ L BASE 4e"i°o'es .:: _ Sr SxT�P.T BASE 2x6 STUUDS 1 i 16 AC 1 ;� �-�A - 2z T. BASE EXISTING - - - - - - - - - - - - FOOTING -/ �'- NEW FOOTING dx (BEING CONSTRUCTEDd a .Q ADO SIMPSOFI K"x10' "57850700' 0 10 20' _ _ - 1 .I 11 11 II it II 11 tl II-II-I,-II b ll-II it II I J 11 = 11-11- d xfA a �— ANCHOR BOLTS 70 MAKE 24' O.C. VW _• A I I EXISTING FILL 11 B 0 . R N i1 4 1' 11 6 0 n-6-Ih6=6 6 11 0 U 1=N:- INSPECTION PASSED) • • �_� 1 - I I II i=6 = 4 = V It_11-=i1=11 '=11 0 11 = =00i=1:-=-11=1:= = - a�y.� . 4� I E \ 11=0=11=4= = a = = 1 b 11 b 1�b b 1 u=n I i b II ly-- a PAIN. 6" EMBEDDED INTO CONCRETE SCALE: 1/4r= 11-p" 1 -: 1 11 11 = 6 6 .- 11 11 6 st= 6 = b 6 6 = 1 6 7 6 = I. d, 11 1 R U 6 6 =11= II II I = p = = = = L d IL = 1 :1=11=11=11 < ' ' . -- D _ d '` . 61n -1n6.1�i11 X1116661161-nll l -111X166116 1 _1-E -n-l=0011lLill�l=N�i�. a 4 I I . . 1 PRINZ RESIDENCE I, p 2 #5 REBARS AS TAP --I.-6" I 1 4'i" • d e ' 1JAF � `- NEW FOOTING 483 WHITING LANE SPLICES T LONG EACH 7 { 2 05 REBARS - NEW COMPACTED I I (BEING CONSTRUCTED ATLANTIC BEACH, FLORIDA 32233 FILL k 24 - • 24' f. A INSPECTION PASSED) WU ENGINEERING SERVICES, INC. (WES) 5701 MERRILL RD., JACKSONVILLE, FL 32277 I CONNECTIONS BETWEEN NEW & EXISTING EXTERIOR WALLS & FOOTINGS I rw ,v.ro AB M: W6Yx1B601 } DAIE ,0APA 7076 I 1,2000IGr'JNAR 3 EXTERIOR WALL FRAMING & CONNECTION FEY13a6 STRUCTURAL DESIGN & =r=^ S-2 S-2 SCALE 1/C = 1'4' ---_ nR' CONNECTION DETAILS ra. 44 / ../ 03/5•33 17 et { I I — STRUCTURAL DESIGN DETAILS FOR CARPORT - I i I NJN. 26YEAR HJNGUS-RESISTAM I MIN. 20 YEAR FUNGUS-RESISTANT 12 12 a" B" 4 ASPHALT SHINGLES Wl15 L0. ASPHALT SHRJGLES Wl15 LB. } t } FELT UNDERUYMQ{T - 4 I. • 1 ,• t i FELT UNDFRUYMENT 4 �\ `� L x �/ y 2 t _2 � ,. y,?•_1 I 11 l 1 HURRICANE CUP • 17Z' - A I CONVENTIONAL FRAMING CONVENRONAL FRAMING . - T ,e_ e_ _Li 4„._ r P.T. w0. RAFTERS 2 4" C. P.T. 2x8 WO RAFTERS 2a o.C. E1 " .I I"" I I:; I ' I I SAC PLYWOOD SHEATHING S/B' PLYWOOD SHEATHNG -�\ 3/8"— � ' �/ DIA. BOLT �I r HOLE FOR Y" AO �1 ?xtoP.t. WO. DIA. SIMPSON 8"x8"x%" STEEL Y\ .A1ST i 24'O.C. _ <>- - --�-- h TRUSS • • �� - I�,"� EL 8.-8" `' :- al'" WOOD SCREW `� TRUSS BEARING •� / TRUSS BEARING / I ANGLE �' CONT. PRERN. ALUM. CLEAT • 2x10 Pi. WD. JOIST ® 24' O.C. CONT. PRERN. ALUM. CLEAT - "SDS25412" (L8xBx%)i.(� FASTEN 0 6' O.C. OVER 1X4 P.(. !� FASTEN 0 6' O.C. OVER 1X4 P.T. • • 4 HURRICANE CUP 1-177" WOOD BLOCKING 7 WOOD BLOCKING NI' Y I1 x 10 FASCIA / I �_I x 10 FASCIA (21 X12 P.T, YlOpp BEAM L. A I i f 1 I FOSTCAP 'PC4611601° (2) 2x12P.T. W00DBEAM / - \ POST CAP TC46(I60r PLAN VIEW SECTION A-A i 12) 2412 P.T. WOOD BEAM STEEL ANGLES ".0:8x5/8' -� STEEL ANGLE RATE 1848x5/8" 0 BOTH SIDES / (See STEEL ANGLE" Far DETAIL) 1x WOOD TRIM ON ALL Ix WOOD TRIM ON All / = STEEL ANGLE DETAIL SIDES Of COL (See STEEL ANGLE DetoR) SIDES OF COL. NOSCAis I I k ' (si INTERIOR POST "n" or "o" 1 END POST "I" or "m" 1 TYP. \.221 TYP. S-3 A a rTO 76X 'sx%• k — _,/— )sczSA C N WOOHD CL SECFROEY SR34 531e'CWABRnES E TUP ABE TE I45 Th, NORTH i X" DIA- BOLT HOLE FOR X' DIA. BOLT WITH1 - NUT & WASHER SEE "fit DIA. CaaT DETAIL' O N �_ S Elm" 16•x16kW BASE PLATE _ -_ X ) " DIA BOLT HOLE FOR W° DIA. SIMPSON WITH FOUR �( ° BOLT HOLE -t— °' STRONG-BOLT "ST075100' WITH NUT 8 WASHER k 2- 3X4" 5r " 3Xe" Z' 16 k16YX" EASE PLATE - � B ;c DIA fci_T HOLE FOR y,- DIA % I WITHFOUR % " BOLT HOLE SIMPSON STRC`M1lGEOLT 16. lx P.T. WOOD TRIM -.. 6X6 P.T. WOOD COLUMN - O • J¢° DIA. BOLT HOLE FOR %'x3 X' •sTB757ca' w1TH NUT & WASHER ! �� 1 X t3 X - SIMPSON WOOD SCREW °50525312' 1111 I I 2x4 P.T. WOOD TRIM \� 5/8' DIA. BOLT WITH NUT 6 WASHER w 1 (SEE°ANCHOR BOLT DETAIL") g 9 X" DIA. BOLT HOLE FOR X" DIA. BOLT WITH SECTION B-B CUSTOMIZED STEEL POST BASE ASSEMBLY N 4"CONC. SLAB Wl 6x6/Wi4X WIA . T" 1X " `€�i NUT & WASHER (SEE " `/s' DIA BOLT DETAIL") I SEE 'STEEL POST SHOE " FOR DETAIL �y W.W.M. ON CONT. 10 ML VAPOR L• L• •) -4, BARRIER QM COMPACTED L O , I C T t TERMITE TREATED FILL four 314'k10"SIMPSON STRONG BOLTS t- -T p� , �. 3M " I SM7510CP EMBEDDED 71/T TO CONC. " •;y . %I IBBNG CONSTRUCTED 3 CfP!'S - O O ��`_ ,o:. HIGH kr Y3ta soUARE TUB 1cr HIGlil Yr x q. " souARE TUBE F t 1 % " WITH NUTS & WASHERS --- INSPECTION PASSED _ ,•J i I • TOP OF FLOOR SLAB --__— \, � ;o ��. '. J \ , T ) I y{E B 5 %'" 3 Xe• Z" I�o- %i� '�� Fi t kXt r X" BASE BATE WELLYD T016'Y15 k X" BASE PLATE I 13 jj i .941^0 CR FAG RCLE V'P1F✓J,ES E t WELEED TO N " SLOPE ' c e 1 z { 2452GCT4" CONC. FOOTING i , ° II - ' , � • ' g (BUNG CONSTRUCTED 6 - L-tl , 16 ' -... f _ naxx INSPECTION PASSED) I:_-, 2 '�; L= I L41 _R !- 1�_ J Y'• 4 a G p I B PLAN VIEW -. fp EXISTING GROUND 6 SOIL - ° �B 1 �� _ T — � Q 4 uB ,r I ILL I �li 3 %' "1 Xe• 2' — 75'kteY 3x" BASE RATE ��- ti Ic - =" - s r „ 4 • � WITH FOUR rX " BOLT HOLE ! t 3�k5 REBAR � u u n-Ln 8 Il � DIA BOLT rITxE FCR X" DIA. I 345 RESAR -- aB � SIMPSON STRCd4GE,A-T 16„ I� syt 5TB7515V' WITH NUT BNIASHER 1 -i' i p - t- - MIN. S' CLEARANCE i . I I SECTION C-C 111 I 2'"'0' 1,,L.., • D FILL STEEL POST SHOE FOR CARPORT DETAIL NO SCALE t 0 10' 20' I WOOD POST COLUMN & FOOTING DETAIL FOR CARPORT I NON " SCALE: 1 /4'=1'-0° -- I SCALE I° = 1'-0" THREADED 1 i ttP. PRINZ RESIDENCE I i I� ATLANTIC EACH, FLORIDA 32233 __ 1 I III IIIIIIII �� I WU ENGINEERING SERVICES, INC. (14ES 1 AI AAwz D Hex 5701 MERRILL RD., JACKSONVILLE, FL 322277 I %' D'�A CALYFIAZEU 1 NOTE : REFER TO DRAWING NO . S-4 EL UT $ YAS R a, �. ' R E '°" a i _ °w ' STRUCTURAL DESIGN & lrr�^ns� r 3 I FOR WOOD POST NAMES 5/8" DIA. BOLT DETAIL 1 , NOSCALE CONNECTION DETAILS � M. - . i . I t tie / gve icoi- . __ . . __ - - SUMMARY OF LOADING ANALYSES AND DESIGN PROVISIONS - $ (I ). Check for Resistance to Vertical Loads ( Compression & Uplift) on Walls and Wood Posts ! I' v-o' ( e'-0' w-0' w-o' ao'-Re 4' - - ri' •I -T--- t r Without Wind With 120 mph Wind _-- a= -_ Typical Wall Design Provision IT r e u Loadingg/Reaction v or On Top At Bottom On Top At Bottom and/or 3t -. r Configuration Poet Comment 4. > - �� ( Dead tin food Comdned Dead tiw toad ComWned Deed Uplift Combined Owd UpNR Combined i I . if,. - - - load on Roof toad load on Root Load toad by 1Wnd Load Load by wind load aa;etanaa t0 Comoreselon: - J a-C 621 .60 606.80 1226.40 766.66 606.80 1373.46 621.60 -eeo.oe -56.46 766.66 -660.08 66.56 R : I t I Plywood Sheathing to She ( Wall - 8640 Ibslft. Roof a-f 78.84 65.60 iM.40 223.86 65.60 289,46 7884 -126.86 -50,02 223.86 -128.86 95.00 2. Stud & Plywood Framed f - .- ? - ill - Wail - 27823 Iba/ft _ __ - _ -_ V" 3 tr...: c-d 110.44 97.18 207.62 255.49 97.16 352.67 110.44 -171 .20 -60,76 255.49 -171 .20 64.30 3. Existing CMU Wall - ( k U _=_ Estimated 18720 Iba/ft - - I f-h 621 .60 606.80 1228.40 766.66 606.80 1373.46 621 .80 -758.00 -136.40 766.66 -758.00 8.66 from Mortar -_ � C) 4. 8x6 Wood Post - ----_- t III g H 442,80 383,44 1126.24 532.50 383.44 916,24 442.80 -28440 158.00 532.80 -284.60 248.00 S endemat Rat o s 18 V All exceed Required Loads. - 1.-* - 1 E a g-k 406.81 383.44 790.25 551.86 35144 935.30 406.81 -494.31 -67.51 551 .86 -494.31 57.55 I y tT 2 m provisone for roatsUny Vgllft: 1 " + •� ye t` O' k-j 78,00 65.60 143.60 168.00 65.60 233,80 78.00 -135.17 -57.17 168,00 -135.17 32.53 Minimum Code Requirement » & epaelol Design are provided. I r:.« 0...,r ±".■ to �' 9 b-g I . Stud/Plywood Framed Wall: f-°- "tl;te PO 31 a 72.71 65.80 138.31 600,71 65.60 666.31 72.71 -132.59 -59.86 600.71 -132.59 488.12 1 Hurricane GI per Roof i ate ' • Footiri Sal OM p P «t ti b-d Ratter gives 485 ibe/ft. force as0 585.98 572.03 115841 1113,98 572.03 1686.01 585.98 -860.00 -94.02 1113.05 -680.00 433.98 1 T-T1e 0 every other ' L - ..... Stud Top & Bottom gives (Note: Signs Shown are Positive) g-h 534.91 522.18 1057,09 1062.91 522.18 1566.09 834.91 -592.00 -57.09 1062.91 -592.00 470.91 roughly 144 Ibs/ft each. j ^ A ' 10 = a40, 2. Existing CMU Wall: ( , ?1• 1V-411. zo -es• 11 as -s' (til Boo Adds 1 Hurricane Clip per I Or m 1378.53 2254.91 3631.44 1520,53 2254.91 3775.44 1376.53 -971.56 405.47 1520.53 -971.56 548.97 Roof 1 Rafter if not. • N9l t. RCX,F PLAN a d �: FRAMnea DESIGN WERE a.,. r. e v> .r�rrgs. urr Yt 3. 6"x6" Wood Post: ROOF PLAN a e,,, C. n or o 3321,89 5034.27 8356.16 3465.88 5034,27 6500.15 3321.89 -2168.00 1153.69 3465.85 -2166.00 1297.45 Post Cap, Post Bose, I , t .a.nronro�n Al ell .l.� , sr.*Is Pool M T-Tice, Mpiee Sc Plates, \- jS ° r or a 415.80 110810 1524.60 559.20 1108.80 1668.00 415.80 -1819.54 -1403.74 559.20 -1819,54 -1260.34 as shown in Drawing No. l 0 S-2, give more than 2300 t! , • NISI ...11 a v; w; Ibs on Top or O Bottom. 630.55 1609.34 2212,89 747.55 1609,34 2356.89 630.55 -2840,93 -2037.38 747,55 -2640.93 -1893.38 (Nola: 4.e, Sian on Poe/IM.) x; J V (II). Check for Resistance to Shears due to 120 mph Wind on Walls and Wood Posts (III). Check for Overturning due to 120 mph Wind on Walls and Wood Posts Shear u = Shear Notes c Shear at Shear c Typical Wall on Shearwail at Design Provision Typical Wall perpenticular Design Provision 4) Sheora on Structures v or Top or and/or u Loading r Vertical Mending to and/or ( I ). All Analyses were done by Load and Resistance Configuration Post p Bottom Comment g 4 Load Moment / g Diaphragm n Configuration I Poet Structure Comment Factor Design (or LRFD), based on NDS-2005. (V1 ) (V2) (V3) to (P) (M) (v) (2). All Connectors shall be Hot-Dip Zinc a-c 36.30 239.94 354.32 Resietanee to Shear, 0-C 86.58 1168.74 368.87 1 . Resistance to Overtumin Le e:mized Steel. 1 . Plywood Sheathing to (3). Legend: Wall / c from a Wall CMU - Concrete Masonry Unit or Concrete a-f -15.65 55.16 91.44 Woll - 1503 Ibs ft. 3 woil O Top of Footing: ( 2. Stud & Plywood Framed CI 95.00 1302.56 396.16 / Block )^'t Shear - 2460 lbs/ft. i c Roof Wall - 2913 Ibs/ft. °o ..0 Bending Moment - mph - Miles per Hour ` Vi > ' ,. c-d -48.40 303.67 376.21 3. Existing CMU Wall - E C-d 64.30 1302,56 396.18 2000 Ibs-ft/ft Minimum. Min. - Minimum . m -r a Eetimoted 1018 Ibs/(t 2 M k. C, f-h 54.67 186.96 319.32 from Mortar I f-h 86,56 1168.74 368.67 2. Resistance to Overturning p Mh 4. 8'x8" Wood Post - .( from a e'er Wood Post ! i-I 03.33 677.66 553,39 7193 lb. i- 507.91 920.02 397.15 O Top of Footing• _ All exceed Required toads. j'j I Shear - 10475 lbe $ = v2 = E z £ g-k 93.33 231 .06 214.93 d g-k 57.85 920.02 397.18 Bending Moment Minimum. provisions for C000rie �L 11 Mn a 1 . Between Roof & Top of 4248 Iba-ft. ( t I k-I -2D.4e 249.57 148.94 Walt - 200 lbs/ft from (Note: Sign. Shown ore Positive) k-) 32.83 1120.63 438,88 a = a Hurricane 7(e & 108 Therefore, a9 structures are -' V3 - a 061110111040 -43.34 - - lb./ft from a T-Tie. Wood � . 1 or m 548.97 1591 .36 494.16 stable. U) • e • Footirig 2. Between Bottom of I i b-d - - Stud Wall 6t Footing - t0.t t terse os0 Use ST850100 O 32' ! ° • q-h _ o.c. gives 2460 tbs/ft. a ,�M 1 n Or O 1297.64! 2128.19 558.13 (Note: Signs Shown ore Positive) 7,02 - . (ewe OM 3. Between Existing Sc New �� Walls - Use T1N25400H O r or a -1260.34 2791 .81 541 .62 �.r� 1 or m 10448 - 494.16 18' o.c, gives 355 ibs/ft. 3 g 4831WHITNIGLANE , 4. Top of Wood Post - FOOD -1893.38 3356.42 812. 19 ATLANTIC BEACH, FLORIDA 32233 o _ Min. 1070 lbs for a Note: S. ) 3 a x; y WU ENGINEERING SERVICES, INC. (WES) € a n or 0 243.09 556.13 Post m ( Signs Shown ore Positive) y _ 5701 MERRILL RD., JACKSONVILLE, FL 32277 - or"t ' y - 5. Bottom of a Wood Post ,;,.: yr oA' ,o � rnAw &3I4JVua O r or a tse,34 541.62 - 10475 Iba feo�ra Post 3 w w o Base with fie" Anchor 1 I u • a,ete a v; w; BoIb. (Note: Signs shorn are Positive) x; y 226.91 - 612.19 STRUCTURAL DESIGN & ^' S-4-- CONNECTION DETAILS t 1-0 -. rte. i , / / i 6/10 r